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HomeMy WebLinkAbout15-03P Drainage Report Regional Distribution M22 ' RECEIVED 1 JAN _0 215 ' s Kw"OT, ' Storm Drainage Report Scannell Properties # 205, LLC ' Regional Distribution Center 135 Sullivan Avenue South Windsor, Connecticut 1 ,a a.. Prepared by: `y Design Professionals, Inc. 21 Jeffrey Drive, PO Box 1167 ' South Windsor, CT 06074 � ��onals January 6, 2015 Table of Contents 1 Section Page ' Introduction 1 ' Pre-Development Site Conditions I Post-Development Site Conditions 2 Analysis of Results 4 ' Water Quality 6 Conclusion 6 Appendices ' A Watershed Computations (Pre-Development Conditions) B Watershed Computations (Post-Development Conditions) ' C Design Criteria D Water Quality Volume E South Windsor DEEP Watershed Boundary Map ' F Drainage Area Maps Existing Conditions (DA-1) ' Proposed Conditions (DA-2) 1 1 1 1 1.Introduction ' Scannell Properties#205, LLC is proposing to develop a 37.878 acre tract located at the intersection of Sullivan Avenue (State Route 194) and John Fitch Boulevard(U.S. Route 5)in South Windsor, Connecticut. The site is fronted by Sullivan Avenue to the north and John Fitch Boulevard to the west. The proposed development will include the construction of three industrial buildings. The ' buildings will be built in phases commencing with a proposed 292,000+ square feet regional distribution center, anticipated to be erected in 2015. This building will be generally located in the center of the tract on a 16.425 acre parcel (Lot No. 2). The ' remaining 21.453 acres of land to the east and west of the proposed regional distribution center will be developed thereafter. ' Refer to the site plan drawings, entitled—"Sullivan Avenue Industrial Park,Regional Distribution Center, 135 Sullivan Avenue, South Windsor, Connecticut, prepared by Design Professionals, Inc, dated January 6, 2015", as amended, for information regarding ' the proposed property development. ' 2. Pre-Development Site Conditions The surficial characteristics of the site can primarily be classified as farm fields, grass ' associated with an existing golf driving range, and wooded areas. In general,the terrain on the northern side of the site representing 14%of the tract's area drains to Sullivan Avenue. This is particularly evident around existing areas where bituminous pavement ' provides hydraulic routes to catchbasins located along the southern side of Sullivan Avenue. Ponding occurs in locations where bituminous pavement does not exist or fails to provide an adequate pathway to Sullivan Avenue for stormwater runoff. This ' phenomenon was observed in two locations along the northerly side of the site. Analysis of the larger of the two ponding areas, which is located to the west of existing lot 121-51 and the north of lot 121-52 (per town assessors maps)revealed that the shallow ponding ' area never overflows. For the watershed encompassing this ponding area, infiltration of all storm water for even a one hundred year storm event is achieved. The second ponding area located to the northeasterly corner of the site in lot 121-48, however, drains to existing lots 121-46 and 121-47,both of which directly abut the subject tract. Runoff that makes it to the catchbasins located along Sullivan Avenue eventually gets discharged to the Scantic River via a subsurface storm sewer system in Commerce Way. ' The westerly and center portion of the site has a gradual declining slope to the southwest corner of the tract. The accumulated runoff that reaches this area represents 53%of the ' tract area with the balance going to Sullivan Avenue or Southeast corner of the tract. This also includes runoff from the area delineated as Wetland Area#1. The wetland area acts as a shallow pond allowing for some attenuation of runoff from the surrounding ' watershed area. Overflow from this pond also follows the general southwest water flow. All runoff from the westerly portion of the tract ultimately discharges to three catchbasins located on the western side of the property along Route 5. The three catchbasins convey 1 water through an underground closed drainage system that ultimately discharges to a ravine located on the west side of John Fitch Boulevard. According to the South Windsor ' DEEP watershed boundary map, water draining into this ravine ultimately finds its way to the Scantic River. The South Windsor DEEP Watershed Map can be found in Appendix E on draining to the ravine, it is expected that the water course is tributary to ' the Scantic River by way of conveyance through the ravine. The remaining easterly portion of the site,representing 33% of the tract area, discharges ' to the area delineated as Wetland Area#3 along the tract's southeast border. This includes runoff from delineated Wetland Area#2 as well. It is expected that runoff from Wetland Area#3 ultimately discharges to the Connecticut River. ' In order to establish a hydrologic comparison between re-and post-development conditions, an evaluation was performed to quantify the peak rate of stormwater ' discharge to each of the designated areas within and off the site. Methods outlined in the U.S.D.A.Natural Resources Conservation Service's Technical Release 55 (Urban ' Hydrology for Small Watersheds), were followed in predicting the peak rates of runoff and volumes. Hydraflow Hydrographs (version 2012) computer modeling software was used as application. Refer to Appendix C for all design criteria implemented. ' The peak rate of stormwater runoff discharging to each of the isolated wetland systems, and neighboring properties were determined for the 2-, 10-, 25-, and 100-year storm ' events. Refer to Appendix A for the pre-developed conditions watershed computations. A map depicting the pre-developed conditions storm drainage runoff patterns is provided in Appendix F. 3. Post Development Site Conditions ' Scannell Properties#205, LLC proposes to develop the property by constructing three industrial buildings and related improvements. For the purpose of this report, focus will be emphasized on the proposed impacts from the Regional Distribution Center to be built ' on Lot No. 2 at 135 Sullivan Avenue and future development on Lot No. 1. Proposed drainage impacts for Lot No. 3 will be discussed in a future storm drainage report for development related to the design of that parcel. The Site Plan for the Regional Distribution Center proposes a 6.7 acre building footprint and 3.83 acres of bituminous and concrete pavement for access ways, loading areas, ' trailer parking, and vehicular parking. Some 64.1%of Lot No. 2 will have impervious surfaces. Under existing conditions, impervious surfaces amount to 2%. In order to control spikes in runoff due to the increase in impervious area, a water quality basin is ' proposed to attenuate peak discharge flows via a six inch orifice to levels that do not exceed thresholds set by existing conditions. The proposed water quality basin will be located on the southwestern corner of the tract or southernmost portion of Lot No. 1. The ' water quality basin was designed to serve runoff from both the proposed Distribution Center building on Lot No. 2, and a future industrial building to be constructed on Lot No. 1. In order to take into account spikes in runoff due to the expected increases in 2 impervious coverage(up to 65%) after future development of Lot No. 1,runoff from the watershed encompassing the majority of Lot No. 1 was evaluated using a curve number of 8, and time of concentration of 10 minutes to produce conservative results. Runoff from Lot No. 2 will be directed into 2 systems consisting of berms and swales located along the western and eastern sides of the proposed Regional Distribution Center building. Underground culverts will convey drainage between the structures where proposed surface conditions restrict the use of overland conveyance. In watershed areas where future reserve parking is proposed, curve numbers were increased to account for the additional impervious pavement. Both of the two systems drain accumulated runoff to the proposed water quality basin which then discharges to the existing ravine located on the west side of John Fitch Boulevard. Refer to Appendix B for the post-development conditions watershed computations. A map depicting the post-developed conditions storm drainage runoff patterns is provided in Appendix F. System West Side of Regional Distribution Center This system was designed to capture approximately 8.79 acres of developed land and 5.78 acres of land for future development(Lot No. 1). The runoff will be conveyed through a series of berms,underground culverts, and rip rap/vegetated swales,to a proposed 1.77 acre manmade water quality basin. Sheet runoff from the parking located to the front west half of the building will be directed to the west half of the berm located along the northern face of the property. The accumulated runoff will then get channeled through an underground culvert to a rip rap/vegetated swale. The lined swale will then convey the accumulated runoff to the water quality basin. The riprap and vegetation lining the swales will assist in the removal of total suspended solids and dissipation of flow velocity reducing potential for downstream erosion. The proposed drainage for the west half of the roof will be directed into the water quality basin through roof leaders and underground culverts. System East Side of Regional Distribution Center: This system was designed to capture approximately 9.86 acres of developed land and convey runoff through a series of berms,underground culverts, and riprap/vegetated swales to the proposed 1.77 acre manmade water quality basin. Sheet runoff from the parking located to the front east half of the building will be directed to the east half of the berm located along the northern face of the property. The accumulated runoff will then get channeled through an underground culvert to a rip rap/vegetated swale. This proposed swale will serve as the required wetland mitigation area to replace the wetland that must be removed under proposed conditions. The wetland mitigation area provides a 1.26:1 replacement ratio to the existing area(0.62 acre wetland mitigation : 0.49 acre existing wetland). In addition, the runoff as described above,runoff from the impervious loading and trailer parking area proposed along the east side of the building and east side of the roof will also be directed to the mitigation area. The riprap and vegetation lining the swales will assist in the removal of total suspended solids and dissipation of flow velocity reducing potential for downstream erosion. Accumulated runoff will then be conveyed 3 ' APPENDIX A Watershed Computations ' (Pre-Development Conditions) 1 1 Watershed Model Schematic HydraflowHydrographs Extension for AutoCAD®Civil 3D®2013byAutodesk,Inc.v10 1 2 3 4 5 6 8 9 10 11 1 7 12 ' 13 16 14 ' 17 15 ' Project: 3496- Existing Conditions.gpw Friday, 01 /2/2015 2 Hydrograph Return Period Regg y ow Hydrographs Extension for AutoCADU Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description 1 (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------ 2.252 ----- 4.158 5.575 7.591 9.450 11.37 WETLAND POND ' 2 SCS Runoff ----- ------- 1.358 ----- 2.198 2.796 3.622 4.362 5.114 ROUTE 5 C.B.SOUTH 3 SCS Runoff ------ ------ 4.182 ------ 6.994 9.016 11.84 14.39 17.00 ROUTE 5 C.B.MIDDLE 4 SCS Runoff ----- ------ 0.533 ------- 1.003 1.356 1.859 2.325 2.807 ROUTE 5 C.B.NORTH 5 SCS Runoff ------ ----- 0.070 ------- 0.143 0.199 0.280 0.356 0.435 ROUTE 5&SULLIVAN ' 6 SCS Runoff ----- ----- 0.310 ----- 0.568 0.760 1.033 1.284 1.544 SULLIVAN C.B.WEST 7 SCS Runoff ---_ ____ 0.341 -W__ 0.845 1.260 1.881 2.473 3.106 POND NORTH 1 8 SCS Runoff ------ ------ 0.056 ------- 0.147 0.222 0.333 0.439 0.550 C.B.SULLIVAN MIDDLE 9 SCS Runoff ------ ------- 0.463 --- 0.816 1.075 1.440 1.774 2.116 C.B.SULLIVAN EAST 10 SCS Runoff ----- ----- 0.437 ----- 0.869 1.200 1.676 2.117 2.575 POND NE CORNER ' 11 SCS Runoff ------ ------- 1.400 ------ 2.871 4.044 5.780 7.422 9.149 SE RAILROAD DITCH 12 Combine 6,8,9, ------ 0.788 ------ 1.423 1.890 2.550 3.160 3.787 DISCHARGE POINT 3-CTSD TO S 13 Reservoir 1 ---- 2.238 ------- 4.146 5.560 7.576 9.433 11.35 WETLAND POND OVERFLOW 14 Combine 2,13 ------- 3.185 ------ 5.860 7.766 10.47 12.94 15.47 OVERFLOW TO ROUTE 5 C.B SOU 15 Combine 3,4,14 ------- 7.764 ------ 13.78 18.04 24.01 29.45 35.02 DISCHARGE POINT#1 TO GULLY 16 Reservoir 7 ------ 0.000 ------- 0.000 0.000 0.000 0.000 0.000 POND NORTH OVERFLOW 17 Reservoir 10 ------ 0.408 ------ 0.838 1.164 1.630 2.023 2.443 POND NE CORNER OVERFLO 1 1 1 1 1 Proj. file: 3496-Existing Conditions.gpw Friday, 01 /2/2015 1 3 H dro ra hSummary�/ g p Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total H dro ra h Y g P No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.252 2 774 21,592 --- ---- ----- WETLAND POND 2 SCS Runoff 1.358 2 752 8,908 --- ----- ------ ROUTE 5 C.B.SOUTH 3 SCS Runoff 4.182 2 764 33,671 ------ ----- --- ROUTE 5 C.B.MIDDLE 4 SCS Runoff 0.533 2 758 4,032 ----- --- ------ ROUTE 5 C.B.NORTH 5 SCS Runoff 0.070 2 748 458 ----- ------ ------ ROUTE 5&SULLIVAN ' 6 SCS Runoff 0.310 2 744 1,839 ----- ---- ----- SULLIVAN C.B.WEST 7 SCS Runoff 0.341 2 754 2,866 ____ ____ ___ POND NORTH 1 8 SCS Runoff 0.056 2 736 352 ------ ------ ----- C.B.SULLIVAN MIDDLE 9 SCS Runoff 0.463 2 756 3,317 ------ ----- ------ C.B.SULLIVAN EAST 10 SCS Runoff 0.437 2 738 2,357 ------ ------ ------ POND NE CORNER 11 SCS Runoff 1.400 2 848 25,629 --- ----- ----- SE RAILROAD DITCH 12 Combine 0.788 2 750 5,508 6,8,9, ----- ------ DISCHARGE POINT 3-CTSD TO S 13 Reservoir 2.238 2 778 19,396 1 76.13 2,817 WETLAND POND OVERFLOW 14 Combine 3.185 2 772 28,305 2,13 ------ ------ OVERFLOW TO ROUTE 5 C.B SOU 15 Combine 7.764 2 770 66,008 3,4,14 ------ ------ DISCHARGE POINT#1 TO GULLY 16 Reservoir 0.000 2 n/a 0 7 78.16 2,866 POND NORTH OVERFLOW 17 Reservoir 0.408 2 744 2,267 10 80.04 239 POND NE CORNER OVERFLO 1 ' 3496- Existing Conditions.gpw Return Period: 2 Year Friday, 01 /2/2015 Hydrograph Report 4 1 Hydraflow Hydrographs Extension for AutoCAD@)Civil 3D®2013 by Autodesk,Inc.00 Friday,01/2 f 2015 Hyd. No. 1 WETLAND POND Hydrograph type = SCS Runoff Peak discharge = 2.252 cfs Storm frequency = 2 yrs Time to peak = 774 min Time interval = 2 min Hyd. volume = 21,592 cuft Drainage area = 7.630 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 69.10 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.500 x 55)+(0.570 x 78)+(2.680 x 61)+(0.020 x 63)+(1.750 x 82)+(2.110 x 68)]/7.630 Q (cfs) WETLAND POND cfs Hyd. No. 1 --2 Year Q ( ) 3.00 3.00 2.00 2.00 1.00 1.00 I 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) ' TR55 Tc Worksheet 5 iHydraflow Hydrographs Extension for AutoCAD®Civil 3136 2013 by Autodesk,Inc.v10 Hyd. No. 1 WETLAND POND ' Description A B C Totals Sheet Flow 1 Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 59.83 + 0.00 + 0.00 = 59.83 Shallow Concentrated Flow Flow length (ft) = 634.16 0.00 0.00 Watercourse slope (%) = 0.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.14 0.00 0.00 Travel Time (min) = 9.26 + 0.00 + 0.00 = 9.26 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 1 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.012 0.015 0.015 Velocity(ft/s) =0.00 1 0.00 0.00 1 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 69.10 min Hydrograph Report 8 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 3 ROUTE 5 C.B. MIDDLE Hydrograph type = SCS Runoff Peak discharge = 4.182 cfs Storm frequency = 2 yrs Time to peak = 764 min Time interval = 2 min Hyd. volume = 33,671 cuft Drainage area = 8.940 ac Curve number = 74* 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 60.70 min Total precip. = 3.20 in Distribution = Type III 1 Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(1.480 x 63)+(0.980 x 82)+(0.320 x 55)+(1.180 x 61)+(0.490 x 98)+(4.490 x 78)]/8.940 Q (cfs) ROUTE 5 C.B. MIDDLE cfs Hyd. No. 3--2 Year Q( ) 5.00 4.00 4.00 3.00 3.00 2,00 2.00 1.00 1.00 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 3 Time(min) TR55 Tc Worksheet 9 jHydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Hyd. No. 3 ROUTE 5 C.B. MIDDLE Descril2tion A B C Totals Sheet Flow r Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 0.74 0.00 0.00 Travel Time (min) = 51.15 + 0.00 + 0.00 = 51.15 ' Shallow Concentrated Flow Flow length (ft) = 794.06 0.00 0.00 Watercourse slope (%) = 0.74 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.39 0.00 0.00 ' Travel Time (min) = 9.54 + 0.00 + 0.00 = 9.54 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0 AO 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc................................................... 60.70 min ........................... r r Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 4 tROUTE 5 C.B. NORTH Hydrograph type = SCS Runoff Peak discharge = 0.533 cfs Storm frequency = 2 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 4,032 cuft Drainage area = 1.530 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 45.50 min Total precip. = 3.20 in Distribution = Type III 1 Storm duration = 24 hrs Shape factor = 484 1 «Composite(Area/CN)_[(0.200 x 55)+(0.840 x 61)+(0.150 x 98)+(0.090 x 85)+(0.250 x 78)]/1.530 Q (cfs) ROUTE 5 C.B. NORTH Hyd. No.4--2 Year Q (cfs) ' 1.00 1.00 0.90 - - - - 0.90 0.80 - -- - - —_- 0.80 0.70 - - - - 0.70 1 0.60 - 0.60 0.50 - 0.50 0.40 0.40 0.30 - 0.30 0.20 - _ - - - 0.20 ' 0.10 -- - 0.10 0.00 0 120 240 360 480 600 720 840 0.00 960 1080 1200 1320 1440 1560 -- Hyd No. 4 Time(min) TR55 Tc Worksheet 11 iHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 4 ' ROUTE 5 C.B. NORTH ' Descrintion A B C Totals Sheet Flow ' Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 ' Land slope (%) = 0.55 0.00 0.00 Travel Time (min) = 41.64 + 0.00 + 0.00 = 41.64 Shallow Concentrated Flow Flow length (ft) = 280.11 0.00 0.00 1 Watercourse slope (%) = 0.55 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.20 0.00 0.00 ' Travel Time (min) = 3.90 + 0.00 + 0.00 = 3.90 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 45.50 min Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 5 ROUTE 5 & SULLIVAN Hydrograph type = SCS Runoff Peak discharge = 0.070 cfs ' Storm frequency = 2 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 458 cuft Drainage area = 0.210 ac Curve number = 65* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.30 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.080 x 55)+(0.090 x 61)+(0.030 x 98)+(0.010 x 85)110.210 ' Q (cfs) ROUTE 5 & SULLIVAN Hyd. No. 5--2 Year Q(cfs) 0.10 - - - - _- - 0.10 0.09 - - - 1 - - - 0.09 0.08 - - -- - - - - - 0.08 0.07 - - - - -- - - 0.07 0.06 - - 0.06 ' 0.05 - - - 0.05 0.04 - - - _ 0.04 0.03 - - - - - 0.03 0.02 -- - 0.02 0.01 - - - - 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 5 Time(min) TR55 Tc Worksheet 13 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 5 ROUTE 5 & SULLIVAN ' Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 241.5 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.10 0.00 0.00 Travel Time (min) = 28.33 + 0.00 + 0.00 = 28.33 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 ' Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 28.30 min Hydrograph Report 14 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 6 SULLIVAN C.B. WEST ' Hydrograph type = SCS Runoff Peak discharge = 0.310 cfs Storm frequency = 2 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 1,839 cuft Drainage area = 0.650 ac Curve number = 69* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)=i(0.010 x 55)+(0.150 x 98)+(0.470 x 61)+(0.020 x 39)]/0.650 ' Q (cfs) SULLIVAN C.B. WEST Hyd. No. 6--2 Year Q(cfs) _ - 0.50 0.45 -- - -- - _ - - - 0.45 0.40 --- 0.40 0.35 - - - - 0.35 0.30 - - - - -- - - - 0.30 ' 0.25 - 0.25 0.20 0.20 0.15 - -- - - - - - - 0.15 0.10 0.10 ' 0.05 - - 0.05 0.00 ' 0 120 240 360 480 600 720 840 0.00 960 1080 1200 1320 1440 1560 -- Hyd No. 6 Time(min) TR55 Tc Worksheet 15 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk Inc.AHyd. No. 6 0 SULLIVAN C.B. WEST ' Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 223.5 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 ' Land slope (%) = 1.70 0.00 0.00 Travel Time (min) =' 28.98 + 0.00 + 0.00 = 28.98 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 ' Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.79 1.23 0.00 Wetted perimeter(ft) = 3.14 3.93 0.00 Channel slope (%) = 1.50 2.21 0.00 Manning's n-value = 0.011 0.011 0.015 Velocity (ft/s) =6.55 9.25 0.00 ' Flow length (ft) ({0})73.6 57.5 0.0 Travel Time (min) = 0.19 + 0.10 + 0.00 = 0.29 ' Total Travel Time,Tc.............................................................................. 29.30 min Hydrograph Report 16 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 7 POND NORTH Hydrograph type = SCS Runoff Peak discharge = 0.341 cfs ' Storm frequency = 2 yrs Time to peak = 754 min Time interval = 2 min Hyd. volume = 2,866 cuft Drainage area = 1.910 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.40 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.080 x 55)+(0.180 x 98)+(1.220 x 61)+(0.020 x 98)+(0.410 x 39)]/1.910 ' Q (cfs) POND NORTH Hyd. No. 7--2 Year Q(cfs) 0.50 - - - 0.50 0.45 - - - -- - - - -- - - 0.45 0.40 - - - - - - - - - 0.40 0.35 - - - - - - _ -- - -- 0.35 0.30 - _ - - - _ - - 0.30 ' 0.25 - - 0.25 0.20 0.20 - - 0.15 0.10 0.10 ' 0.05 0.05 0.00 F717 _ - - ' 0 120 240 360 480 600 720 840 960 1 0.00 080 1200 1320 1440 1560 ' - Hyd No. 7 Time(min) TR55 Tc Worksheet 17 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 7 ' POND NORTH ' Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 241.2 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 32.38 + 0.00 + 0.00 = 32.38 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 Flow length (ft) QOD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 32.40 min Hydrograph Report 18 ' Hydraflow Hydrographs Extension for AutoCADO Civil We 2013 by Autodesk,Inc.A 0 Friday,01/2!2015 Hyd. No. 8 ' C.B. SULLIVAN MIDDLE ' Hydrograph type = SCS Runoff Peak discharge = 0.056 cfs Storm frequency = 2 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume Drainage area = 0.230 ac = 352 cult ' Basin Slope = 0 0 % Curve number = 60* Tc method = TR55 Hydraulic length = 0 ft Total precip. = 3.20 in Time of conc. (Tc) = 12.20 min ' Storm duration = 24 hrs Distribution = Type III Shape factor = 484 ' Composite(Area/CN)_[(0.100 x 55)+(0.020 x 98)+(0.010 x 85)+(0.070 x 61)+(0.030 x 39)]/0.230 Q (cfs) C.B. SULLIVAN MIDDLE 0.10 Hyd. No. 8--2 Year Q (cfs) - 0.10 0.09 _ - - 0.09 0.08 - - ' - - 0.08 0.07 - - -- 0.07 0.06 - - - - 0.06 ' 0.05 -- _ - - 0.05 0.04 - - - - - 0.04 0.03 - 0.03 0.02 - - _ - - 0.02 - - 0.01 - - - 0.01 0.00 -_ - _ _ 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 --- Hyd No. 8 Time(min) TR55 Tc Worksheet 19 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 8 C.B. SULLIVAN MIDDLE ' Description A B C Totals Sheet Flow ' Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 94.9 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 11.64 + 0.00 + 0.00 = 11.64 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.79 1.23 0.00 Wetted perimeter(ft) = 3.14 3.93 0.00 Channel slope (%) = 1.50 2.21 0.00 Manning's n-value = 0.011 0.011 0.015 Velocity(ft/s) =6.55 ' 9.25 0.00 ' Flow length (ft) ({0})160.8 57.5 0.0 Travel Time (min) = 0.41 + 0.10 + 0.00 = 0.51 ' Total Travel Time,Tc.............................................................................. 12.20 min ' Hydrograph Report 20 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 9 ' C.B. SULLIVAN EAST Hydrograph type = SCS Runoff Peak discharge = 0.463 cfs ' Storm frequency = 2 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 3,317 cuft Drainage area = 1.050 ac Curve number = 71* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 44.50 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.650 x 61)+(0.040 x 98)+(0.360 x 85)]/1.050 ' C.B. SULLIVAN EAST Q (cfs) Hyd. No. 9--2 Year Q (cfs) ' 0.50 - - - - 0.50 0.45 - - - - - - 0.45 0.40 -- -- - -- 0.40 0.35 -- - - 0.35 0.30 - - - - 0.30 ' 0.25 -_ -- _ 0.25 ' 0.20 - 0.20 - 0.15 - - - _- - . 0.15 0.10 - 0.10 - ' 0.05 - 0.05 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 9 Time(min) 1 ' TR55 Tc Worksheet 21 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk,Inc.v10 Hyd. No. 9 ' C.B. SULLIVAN EAST Description A B C Totals Sheet Flow ' Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.20 0.00 0.00 Travel Time (min) = 42.16 + 0.00 + 0.00 = 42.16 ' Shallow Concentrated Flow Flow length (ft) = 58.11 0.00 0.00 ' Watercourse slope (%) = 1.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.77 0.00 0.00 ' Travel Time (min) = 0.55 + 0.00 + 0.00 = 0.55 ' Channel Flow X sectional flow area (sqft) = 1.23 7.07 0.00 Wetted perimeter(ft) = 3.93 9.42 0.00 ' Channel slope (%) = 1.50 1.00 0.00 Manning's n-value = 0.011 0.011 0.011 Velocity(ft/s) =7.62 ' 11.18 0.00 ' Flow length (ft) ((0))40.2 1127.3 0.0 Travel Time (min) = 0.09 + 1.68 + 0.00 = 1.77 ' Total Travel Time,Tc.............................................................................. 44.50 min ' Hydrograph Report 22 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/212015 Hyd. No. 10 ' POND NE CORNER Hydrograph type = SCS Runoff Peak discharge = 0.437 cfs Storm frequency = 2 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 2,357 cuft Drainage area = 1.010 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.850 x 61)+(0.100 x 98)+(0.060 x 85)]11.010 Q (cfs) POND NE CORNER Hyd. No. 10--2 Year Q(cfs) ' 0.50 - - 0.50 0,45 - 0.45 0.40 -- - - 0.40 0.35 - - 0.35 0.30 0.30 0.25 - - 0.25 0.20 0.20 0.15 - - _ 0.15 0.10 0.10 0.05 0.05 ' 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 10 Time(min) TR55 Tc Worksheet 23 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 10 ' POND NE CORNER ' Descrintion A B C Totals Sheet Flow ' Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 146.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 ' Land slope (%) = 2.30 0.00 0.00 Travel Time (min) = 18.27 + 0.00 + 0.00 = 18.27 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 ' Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 18.30 min ' Hydrograph Report 24 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2!2015 Hyd. No. 11 SE RAILROAD DITCH Hydrograph type = SCS Runoff Peak discharge = 1.400 cfs ' Storm frequency = 2 yrs Time to peak = 848 min Time interval = 2 min Hyd. volume = 25,629 cuft Drainage area = 12.660 ac Curve number = 64* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(7.610 x 61)+(0.210 x 63)+(4.140 x 68)+(0.430 x 77)+(0.270 x 80)]/12.660 ' SE RAILROAD DITCH Q (cfs) Hyd. No. 11 --2 Year Q (cfs) ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1 Hyd No. 11 Time(min) TR55 Tc Worksheet 25 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Hyd. No. 11 ' SE RAILROAD DITCH Descri tion A B C Totals Sheet Flow ' Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 ' Land slope (%) = 0.07 0.00 0.00 Travel Time (min) = 128.48 + 0.00 + 0.00 = 128.48 ' Shallow Concentrated Flow Flow length (ft) = 794.37 0.00 0.00 ' Watercourse slope(%) = 0.07 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =0.44 0.00 0.00 ' Travel Time (min) = 30.16 + 0.00 + 0.00 = 30.16 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) QOD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 158.60 min ' Hydrograph Report 26 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 12 ' DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hydrograph type = Combine Peak discharge = 0.788 cfs ' Storm frequency = 2 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 5,508 cuft Inflow hyds. = 6, 8, 9 Contrib. drain. area = 1.930 ac DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Q (cfs) Q (cfs Hyd. No. 12--2 Year ) 1.00 0,90 0.90 0.80 -- - - - - - - 0.80 0.70 0.70 ' 0.60 - - 0.60 ' 0.50 - _ 0.50 0.40 - 0.40 0.30 - _ - -- 0.30 0.20 -- - _ 0.20 0.10 - - — 0.10 1 0.00 - - - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' — Hyd No. 12 Hyd No. 6 — Hyd No. 8 Hyd No. 9 Hydrograph Report 27 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 13 ' WETLAND POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 2.238 cfs ' Storm frequency = 2 yrs Time to peak = 778 min Time interval = 2 min Hyd. volume = 19,396 cuft Inflow hyd. No. = 1 -WETLAND POND Max. Elevation = 76.13 ft Reservoir name = WETLAND POND RETAINAG12ax. Storage = 2,817 cuft ' Storage Indication method used. Q (cfs) WETLAND POND OVERFLOW Hyd. No. 13--2 Year Q(cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 13 Hyd No. 1 Total storage used=2,817 cuft Pond Report 28 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Pond No. 1 - WETLAND POND RETAINAGE Pond Data ' Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=75.80 ft Stage/Storage Table ' Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 75.80 571 0 0 0.10 75.90 4,686 230 230 0.20 76.00 9,474 694 924 ' 0.30 76.10 16,260 1,271 2,195 0.40 76.20 22,513 1,930 4,125 Culvert/Orifice Structures Weir Structures ' [A] [Bl [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 70.00 45.50 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 76.10 76.10 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti --- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No ' Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000(by Wet area) ' Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). 1 Stage(ft) Stage/Discharge Elev(ft) 1.00 76.80 0.90 76.70 0.80 76.60 ' 0.70 76.50 0.60 76.40 0.50 76.30 ' 0.40 76.20 0.30 ' 76.10 0.20 76.00 ' 0.10 75.90 0.00 75.80 ' 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 Total Q Discharge(cfs) ' Hydrograph Report 29 ' Hydraflow Hydrographs Extension for AutoCAM CM13D®2013 by Autodesk,Inc.00 Friday,01/2/2015 Hyd. No. 14 ' OVERFLOW TO ROUTE 5 C.B SOUTH Hydrograph type = Combine Peak discharge = 3.185 cfs ' Storm frequency = 2 yrs Time to peak = 772 min Time interval = 2 min Hyd. volume = 28,305 cult Inflow hyds. = 2, 13 Contrib. drain. area = 2.110 ac Q (cfs) OVERFLOW TO ROUTE 5 C.B SOUTH Hyd. No. 14--2 Year Q(cfs) 4.00 4.00 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Hyd No. 2 - Hyd No. 13 Time(min) Hydrograph Report 30 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 15 ' DISCHARGE POINT#1 TO GULLY Hydrograph type = Combine Peak discharge = 7.764 cfs ' Storm frequency = 2 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 66,008 cuft Inflow hyds. = 3, 4, 14 Contrib. drain. area = 10.470 ac ' DISCHARGE POINT #1 TO GULLY Q (cfs) Q (cfs) Hyd. No. 15--2 Year ' 8.00 8.00 6.00 6.00 ' 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 15 Hyd No. 3 - Hyd No. 4 - Hyd No. 14 Hydrograph Report 31 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 16 ' POND NORTH OVERFLOW Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - POND NORTH Max. Elevation = 78.16 ft ' Reservoir name = POND NORTH RETAINAGE Max. Storage = 2,866 cuft Storage Indication method used. ' Q (cfs) POND NORTH OVERFLOW Hyd. No. 16--2 Year Q(cfs) ' 0.50 0.50 0.45 - _ - - ' 0.45 0.40 - 0.40 ' 0.35 - -- 0.35 ' 0.30 - 0.30 - - 0.25 - -- 0.25 20 ' 0.20 0.15 - - - 0.15 0.10 0.10 0.05 0.05 - ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 16 Hyd No. 7 L11= Total storage used= 2,866 cuft Time(min) Pond Report 32 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A Friday,01/2/2015 Pond No.2- POND NORTH RETAINAGE Pond Data ' Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=77.50 ft Stage/Storage Table ' Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cult) 0.00 77.50 10 0 0 0.10 77.80 1,384 50 50 0.20 77.90 5,620 326 377 0.30 78.00 8,587 705 1,082 0.40 78.10 11,644 1,008 2,089 0.50 78.20 15,201 1,338 3,428 0.60 78.30 18,681 1,691 5,119 ' 0.70 78.40 21,648 2,014 7,133 0.80 78.50 24,377 2,300 9,433 0.90 78.60 27,070 2,571 12,004 1.00 78.70 29,761 2,840 14,844 1.10 78.80 32,657 3,120 17,963 1.20 78.90 35,644 3,414 21,377 1.30 79.00 38,546 3,708 25,085 1 A0 79.10 41,484 4,000 29,085 1.50 79.20 44,435 4,295 33,380 ' 1.60 79.30 47,265 4,584 37,964 1.70 79.40 50,466 4,885 42,849 1.80 79.50 53,260 5,185 48,034 ' Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 29.74 0.00 0.00 0.00 ' Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 79.20 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti - -_ Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No ' Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inihr) = 0.000(by Wet area) ' Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:CulverttOdfice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 2.00 79.50 ' 1.80 79.30 1.60 79.10 ' 1.40 78.90 1.20 78.70 ' 1.00 78.50 0.80 78.30 ' 0.60 78.10 0.40 77.90 0.20 77.70 0.00 77.50 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 ' Total Q Discharge(cfs) Hydrograph Report 33 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 17 ' POND NE CORNER OVERFLO Hydrograph type = Reservoir Peak discharge = 0.408 cfs Storm frequency = 2 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 2,267 cuft Inflow hyd. No. = 10 - POND NE CORNER Max. Elevation = 80.04 ft ' Reservoir name = POND NE CORNER Max. Storage = 239 cuft Storage Indication method used. POND NE CORNER OVERFLO Q (cfs) Hyd. No. 17--2 Year Q(cfs) 0.45 _-- -- - - - 0.45 0.40 - 0.40 0.35 0.35 0.30 - - - - 0.30 - t0.25 0.25 0.20 0.20 0.15 -- -- - - - 0.15 - 0.10 0.10 ' 0.05 - - _- 0.05 ' 0.00 -_ - _ - - - - - -_ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 17 Hyd No. 10 Total storage used=239 cuft Pond Report 34 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Pond No.4- POND NE CORNER Pond Data ' Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=79.90 ft Stage/Storage Table ' Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft) 0.00 79.90 10 0 0 0.10 80.00 2,524 90 90 0.20 80.10 5,809 405 495 ' 0.30 80.20 9,461 756 1,251 0.40 80.30 11,623 1,052 2,303 Culvert/Orifice Structures Weir Structures ' [A] [B] [C] [PrfRsr] [A] [g] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 17.25 14.60 0.00 0.00 ' Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 80.00 80.20 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Cipiti Ciplti --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No Yes No No ' Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 ' Note:Culvert/Orifice outFlows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 1.00 80.90 0.90 80.80 ' 0.80 80.70 ' 0.70 80.60 0.60 80.50 ' 0.50 80.40 ' 0.40 80.30 0.30 80.20 ' 0.20 80.10 ' 0.10 80.00 1::T__j 0.00 79.90 ' 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Total Q Discharge(cfs) Hydraflow Rainfall Report 35 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Friday,01/2!2015 ' Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (NIA) ' 1 0.0000 0.0000 0.0000 ------ 2 30.1225 6.6000 0.7676 -------- ' 3 0.0000 0.0000 0.0000 -------- 5 52.3308 9.8000 0.8367 ------- ' 10 54.7383 10.8000 0.8016 ------ 25 101.9813 15.8000 0.8971 -------- 50 98.1551 15.7000 0.8577 ------- ' 100 106.5909 17.0000 0.8462 ------ File name:Connecticut IDF.idf Intensity=B/(Tc+ D)^E ' Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 ' 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 ' 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 ' Tc=time in minutes.Values may exceed 60. Preci .file name:Hartford County.pcp 1 Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 36 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 5.575 2 770 48,256 ----- ----- ----- WETLAND POND ' 2 SCS Runoff 2.796 2 750 17,712 ----- ------ ---- ROUTE 5 C.B.SOUTH 3 SCS Runoff 9.016 2 762 69,038 ------ ------ ----- ROUTE 5 C.B.MIDDLE 4 SCS Runoff 1.356 2 754 9,187 ---- ------ ----- ROUTE 5 C.B.NORTH 5 SCS Runoff 0.199 2 742 1,111 ----- ---- ----- ROUTE 5&SULLIVAN ' 6 SCS Runoff 0.760 2 742 4,111 ------ ----- ---- SULLIVAN C.B.WEST 7 SCS Runoff 1.260 2 748 7,930 --- ----- --- POND NORTH 8 SCS Runoff 0.222 2 730 973 ----- ------ ----- C.B.SULLIVAN MIDDLE 9 SCS Runoff 1.075 2 752 7,149 ---- ------ ------ C.B.SULLIVAN EAST 10 SCS Runoff 1.200 2 734 5,597 ---- ------ ------ POND NE CORNER ' 11 SCS Runoff 4.044 2 832 63,672 ---- --- ------ SE RAILROAD DITCH 12 Combine 1.890 2 748 12,232 6,8,9, ------ ------ DISCHARGE POINT 3-CTSD TO S ' 13 Reservoir 5.560 2 772 46,061 1 76.16 3,340 WETLAND POND OVERFLOW 14 Combine 7.766 2 764 63,773 2,13 ------ ----- OVERFLOW TO ROUTE 5 C.B SOU ' 15 Combine 18.04 2 762 141,999 3,4,14 ------ ------ DISCHARGE POINT#1 TO GULLY 16 Reservoir 0.000 2 n/a 0 7 78.43 7,930 POND NORTH OVERFLOW 17 Reservoir 1.164 2 738 5,507 10 80.07 391 POND NE CORNER OVERFLO 1 3496- Existing Conditions.gpw Return Period: 10 Year Friday, 0112/2015 Hydrograph Report 37 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 1 ' WETLAND POND Hydrograph type = SCS Runoff Peak discharge = 5.575 cfs Storm frequency = 10 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 48,256 cuft Drainage area = 7.630 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 69.10 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.500 x 55)+(0.570 x 78)+(2.680 x 61)+(0.020 x 63)+(1.750 x 82)+(2.110 x 68)]/7.630 ' Q (cfs) WETLAND POND cfs Hyd. No. 1 -- 10 Year Q( ) - - 6.00 5.00 5.00 4.00 - 4.00 3.00 - - - - - - 3.00 2.00 2.00 - 1.00 - - - 1.00 0.00 - - - _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) ' Hydrograph Report 38 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 2 ROUTE 5 C.B. SOUTH Hydrograph type = SCS Runoff Peak discharge = 2.796 cfs ' Storm frequency = 10 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 17,712 cuft Drainage area = 2.110 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 43.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.260 x 55)+(1.580 x 78)+(0.270 x 82)]/2.110 ' Q (cfs) ROUTE 5 C.B. SOUTH cfs Hyd. No.2-- 10 Year Q ( ) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 2 Time(min) Hydrograph Report 39 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 3 ' ROUTE 5 C.B. MIDDLE Hydrograph type = SCS Runoff Peak discharge = 9.016 cfs ' Storm frequency = 10 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 69,038 cuft Drainage area = 8.940 ac Curve number = 74* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 60.70 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(1.480 x 63)+(0.980 x 82)+(0.320 x 55)+(1.180 x 61)+(0.490 x 98)+(4.490 x 78)]/8.940 ' Q (cfs) ROUTE 5 C.B. MIDDLE Hyd. No. 3-- 10 Year Q Ws) ' 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 ' 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 3 Time(min) ' Hydrograph Report 40 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 4 ' ROUTE 5 C.B. NORTH Hydrograph type = SCS Runoff Peak discharge = 1.356 cfs ' Storm frequency = 10 yrs Time to peak = 754 min Time interval = 2 min Hyd. volume = 9,187 cuft Drainage area = 1.530 ac Curve number = 68* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 45.50 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.200x55)+(0.840 x 61)+(0.150 x 98)+(0.090 x 85)+(0.250 x 78)]/1.530 ' Q (cfs) ROUTE 5 C.B. NORTH Hyd. No.4-- 10 Year Q(cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 4 Time(min) Hydrograph Report 4'I ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 5 ROUTE 5 & SULLIVAN Hydrograph type = SCS Runoff Peak discharge = 0.199 cfs ' Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 1,111 cuft Drainage area = 0.210 ac Curve number = 65* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.30 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.080 x 55)+(0.090 x 61)+(0.030 x 98)+(0.010 x 85)]/0.210 ' ROUTE 5 &SULLIVAN Q MS) ROUTE No. 5-- 10 Year Q (cfs) ' 0.50 - 0.50 - - - - 0.45 0.40 0.40 0.35 _ _ - 0.35 0.30 - - - 0.30 - ' 0.25 : 0.25 0.20 0.20 0.15 - - - 0.15 1 0.10 0.10 -- - - 0.05 ' 0.00 - - - - _ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) ' Hydrograph Report 42 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01!2/2015 Hyd. No. 6 SULLIVAN C.B. WEST Hydrograph type = SCS Runoff Peak discharge = 0.760 cfs ' Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 4,111 cuft Drainage area = 0.650 ac Curve number = 69* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.010 x 55)+(0.150 x 98)+(0.470 x 61)+(0.020 x 39)]/0.650 SULLIVAN C.B. WEST Q (cfs) Hyd. No. 6-- 10 Year Q(cfs) 1.00 - 0.90 - - ' 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 - 0.50 ' 0.40 - - 0.40 0.30 - - - - 0.30 0.20 0.20 - - - - 0.10 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 6 Time(min) ' Hydrograph Report 43 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D8 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 7 POND NORTH Hydrograph type = SCS Runoff Peak discharge = 1.260 cfs ' Storm frequency = 10 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 7,930 cuft Drainage area = 1.910 ac Curve number = 60* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.40 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' `Composite(Area/CN)_[(0.080 x 55)+(0.180 x 98)+(1.220 x 61)+(0.020 x 98)+(0.410 x 39)]/1.910 Q (cfs) POND NORTH Hyd. No. 7--10 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time(min) 1 ' Hydrograph Report 44 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 8 ' C.B. SULLIVAN MIDDLE Hydrograph type = SCS Runoff Peak discharge = 0.222 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 973 cuft Drainage area = 0.230 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.20 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.100 x 55)+(0.020 x 98)+(0.010 x 85)+(0.070 x 61)+(0.030 x 39)]/0.230 Q (cfs) C.B. SULLIVAN MIDDLE Hyd. No. 8-- 10 Year Q(cfs) ' 0.50 0.50 0.45 - 0.45 0.40 0.40 0.35 0.35 0.30 - - - - - 0.30 ' 0.25 0.25 0.20 _ _ _ ' 0.20 0.15 _ _ 0.15 0.10 0.10 ' 0.05 -- __ 0.05 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 8 Time(min) Hydrograph Report 45 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,011212015 Hyd. No. 9 ' C.B. SULLIVAN EAST Hydrograph type = SCS Runoff Peak discharge = 1.075 cfs Storm frequency = 10 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 7,149 cuft Drainage area = 1.050 ac Curve number = 71* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 44.50 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.650 x 61)+(0.040 x 98)+(0.360 x 85)]/1.050 ' Q(cfs) C.B. SULLIVAN EAST Hyd. No. 9-- 10 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 9 Time(min) Hydrograph Report 46 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 10 POND NE CORNER Hydrograph type = SCS Runoff Peak discharge = 1.200 cfs ' Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 5,597 cuft Drainage area = 1.010 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.850 x 61)+(0.100 x 98)+(0.060 x 85)]!1.010 ' Q (cfs) POND NE CORNER Hyd. No. 10-- 10 Year Q (cfs) 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 10 Time(min) r ' Hydrograph Report 47 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 11 SE RAILROAD DITCH Hydrograph type = SCS Runoff Peak discharge = 4.044 cfs ' Storm frequency = 10 yrs Time to peak = 832 min Time interval = 2 min Hyd. volume = 63,672 cuft Drainage area = 12.660 ac Curve number = 64* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(7.610 x 61)+(0.210 x 63)+(4.140 x 68)+(0.430 x 77)+(0.270 x 80)1112.660 ' Q(cfs) SE RAILROAD DITCH Hyd. No. 11 -- 10 Year Q (cfs) 5.00 5.00 4.00 4.00 ' 3.00 _ . 3.00 2,00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 ' Hyd No. 11 Time(min) 48 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,0112/2015 Hyd. No. 12 ' DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hydrograph type = Combine Peak discharge = 1.890 cfs ' Storm frequency = 10 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 12,232 cuft Inflow hyds. = 6, 8, 9 Contrib. drain. area = 1.930 ac ' Q (cfs) DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hyd. No. 12--10 Year Q (cfs) 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 12 Hyd No. 6 - Hyd No. 8 Hyd No. 9 , Hydrograph Report 49 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 13 WETLAND POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 5.560 cfs ' Storm frequency = 10 yrs Time to peak = 772 min Time interval = 2 min Hyd. volume = 46,061 cuft Inflow hyd. No. = 1 - WETLAND POND Max. Elevation = 76.16 ft ' Reservoir name = WETLAND POND RETAINAGNIax. Storage = 3,340 cuft Storage Indication method used. ' Q (cfs) WETLAND POND OVERFLOW Hyd. No. 13-- 10 Year Q (cfs) 6.00 - - 6.00 5.00 5.00 4.00 4.00 ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 - -_ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Hyd No. 1 LE= Total storage used= 3,340 cuft Time(min) Pond Report 50 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Pond No. 1 - WETLAND POND RETAINAGE Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=75.80 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) 0.00 75.80 571 0 0 0.10 75.90 4,686 230 230 0.20 76.00 9,474 694 924 ' 0.30 76.10 16,260 1,271 2,195 0.40 76.20 22,513 1,930 4,125 Culvert/Orifice Structures Weir Structures ' [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 70.00 45.50 0.00 0.00 ' Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 76.10 76.10 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No ' Slope(0/0) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 ' Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) ' 1.00 76.80 0.90 76.70 ' 0.80 76.60 ' 0.70 76.50 0.60 76.40 ' 0.50 76.30 ' 0.40 76.20 0.30 76.10 ' 0.20 76.00 ' 0.10 75.90 0.00 75.80 ' 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 Total Q Discharge(cfs) ' Hydrograph Report 51 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 14 ' OVERFLOW TO ROUTE 5 C.B SOUTH Hydrograph type = Combine Peak discharge = 7.766 cfs ' Storm frequency = 10 yrs Time to peak = 764 min Time interval = 2 min Hyd. volume = 63,773 cuft Inflow hyds. = 2, 13 Contrib. drain. area = 2.110 ac ' OVERFLOW TO ROUTE 5 C.B SOUTH Q (cfs) Hyd. No. 14-- 10 Year Q(cfs) 8.00 8.00 ' 6.00 6.00 ' 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 14 Hyd No. 2 Hyd No. 13 t Hydrograph Report 52 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 15 tDISCHARGE POINT#1 TO GULLY Hydrograph type = Combine Peak discharge = 18.04 cfs ' Storm frequency = 10 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 141,999 cuft Inflow hyds. = 3, 4, 14 Contrib. drain. area = 10.470 ac ' Q (cfs) DISCHARGE POINT #1 TO GULLY cfs Hyd. No. 15 -- 10 Year Q( ) ' 21.00 21.00 ' 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 ' 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 15 Hyd No. 3 Hyd No. 4 - Hyd No. 14 ' Hydrograph Report 53 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01!2/2015 Hyd. No. 16 ' POND NORTH OVERFLOW Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - POND NORTH Max. Elevation = 78.43 ft ' Reservoir name = POND NORTH RETAINAGE Max. Storage = 7,930 cuft Storage Indication method used. ' Q (cfs) POND NORTH OVERFLOW cfs Hyd. No. 16-- 10 Year Q ( ) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 16 Hyd No. 7 Total storage used= 7,930 cuft Pond Report 54 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/212015 Pond No.2- POND NORTH RETAINAGE Pond Data ' Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=77.50 ft Stage/Storage Table ' Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 77.50 10 0 0 0.10 77.80 1,384 50 50 0.20 77.90 5,620 326 377 ' 0.30 78.00 8,587 705 1,082 0.40 78.10 11,644 1,008 2,089 0.50 78.20 15,201 1,338 3,428 0.60 78.30 18,681 1,691 5,119 ' 0.70 78.40 21,648 2,014 7,133 0.80 78.50 24,377 2,300 9,433 0.90 78.60 27,070 2,571 12,004 1.00 78.70 29,761 2,840 14,844 1.10 78.80 32,657 3,120 17,963 ' 1.20 78.90 35,644 3,414 21,377 1.30 79.00 38,546 3,708 25,085 1.40 79.10 41,484 4,000 29,085 1.50 79.20 44,435 4,295 33,380 ' 1.60 79.30 47,265 4,584 37,964 1.70 79.40 50,466 4,885 42,849 1.80 79.50 53,260 5,185 48,034 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [8] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 29.74 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 79.20 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No 1 Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfii.(in/hr) = 0.000(by Wet area) ' Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). ' Stage(ft) Stage/Discharge Elev(ft) 2.00 79.50 ' 1.80 79.30 1.60 79.10 ' 1.40 78.90 1.20 78.70 ' 1.00 78.50 0.80 78.30 0.60 78.10 0.40 77.90 ' 0.20 77.70 0.00 77.50 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 ' Total Q Discharge(cfs) ' Hydrograph Report S5 Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 17 ' POND NE CORNER OVERFLO Hydrograph type = Reservoir Peak discharge = 1.164 cfs Storm frequency = 10 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 5,507 cuft Inflow hyd. No. = 10 - POND NE CORNER Max. Elevation = 80.07 ft Reservoir name = POND NE CORNER Max. Storage = 391 cuft Storage Indication method used. ' Q (cfs) POND NE CORNER OVERFLO Hyd. No. 17-- 10 Year Q (cfs) 1 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 17 Hyd No. 10 ELI= Total storage used= 391 cuft Pond Report 56 Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Pond No.4- POND NE CORNER Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=79.90 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult) 0.00 79.90 10 0 0 0.10 80.00 2,524 90 90 0.20 80.10 5,809 405 495 0.30 80.20 9,461 756 1,251 0.40 80.30 11,623 1,052 2,303 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRSr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0,00 0.00 Crest Len(ft) = 17.25 14.60 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 80.00 80.20 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti --- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No Yes No No Slope(0/0) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Odfice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 1.00 80.90 0.90 80.80 0.80 80.70 0.70 80.60 0.60 80.50 0.50 80.40 0.40 80.30 0.30 80.20 0.20 80.10 0.10 80.00 0.00 79.90 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Total Q Discharge(cfs) ' H r r 58 yd og aph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 1 ' WETLAND POND Hydrograph type = SCS Runoff Peak discharge = 7.591 cfs ' Storm frequency = 25 yrs Time to peak = 768 min Time interval = 2 min Hyd. volume = 64,485 cuft Drainage area = 7.630 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 69.10 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.500 x 55)+(0.570 x 78)+(2.680 x 61)+(0.020 x 63)+(1.750x82)+(2.110x68)]/7.630 ' WETLAND POND Q (cfs) Hyd. No. 1 --25 Year Q MS) 8.00 8.00 6.00 6.00 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) ' H r 59 yd ograph Report ' Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 2 ROUTE 5 C.B. SOUTH Hydrograph type = SCS Runoff Peak discharge = 3.622 cfs ' Storm frequency = 25 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 22,835 cuft Drainage area = 2.110 ac Curve number = 76* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 43.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.260 x 55)+(1.580 x 78)+(0.270 x 82)]/2.110 ' ROUTE 5 C.B. SOUTH Q (cfs) Hyd. No. 2--25 Year Q(cfs) ' 4.00 4.00 3.00 3.00 ' 2.00 2.00 1.00 1.00 ' 0.001 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 2 Time(min) ' Hydrograph Report 60 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 3 ' ROUTE 5 C.B. MIDDLE Hydrograph type = SCS Runoff Peak discharge = 11.84 cfs ' Storm frequency = 25 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 89,866 cuft Drainage area = 8.940 ac Curve number = 74* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 60.70 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(1.480 x 63)+(0.980 x 82)+(0.320 x 55)+(1.180 x 61)+(0.490 x 98)+(4.490 x 78))/8.940 Q (cfs) ROUTE 5 C.B. MIDDLE Hyd. No. 3--25 Year Q (cfs) ' 12.00 12.00 10.00 10.00 8.00 8.00 ' 6.00 6.00 4.00 4.00 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time(min) ' Hydrograph Report 61 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,0112/2015 Hyd. No. 4 ' ROUTE 5 C.B. NORTH Hydrograph type = SCS Runoff Peak discharge = 1.859 cfs Storm frequency = 25 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 12,347 cuft Drainage area = 1.530 ac Curve number = 68* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 45.50 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.200x55)+(0.840 x 61)+(0.150x98)+(0.090 x 85)+(0.250 x 78)]11.530 ' ROUTE 5 C.B. NORTH Q (cfs) Hyd. No. 4--25 Year Q(cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) 1 Hydrograph Report s2 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 5 ' ROUTE 5 & SULLIVAN Hydrograph type = SCS Runoff Peak discharge = 0.280 cfs tStorm frequency = 25 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 1,521 cuft Drainage area = 0.210 ac Curve number = 65* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.30 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.080 x 55)+(0.090 x 61)+(0.030 x 98)+(0.010 x 85)]/0.210 Q (cfs) ROUTE 5 & SULLIVAN cfs Hyd. No. 5--25 Year Q ( ) ' 0.50 0.50 0.45 _ _ - ' 0.45 0.40 -- -- - _ 0.40 0.35 - --- 0.35 - - - - 0.30 - -- - 0.30 ' 0.25 - -- 0.25 ' 0.20 - 0.20 0.15 - -- - 0.15 0.10 - - 0.10 ' 0.05 0.05 ' 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' -- Hyd No. 5 Time(min) ' Hydrograph Report 63 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01!2/2015 Hyd. No. 6 SULLIVAN C.B. WEST Hydrograph type = SCS Runoff Peak discharge = 1.033 cfs ' Storm frequency = 25 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 5,493 cuft Drainage area = 0.650 ac Curve number = 69* ' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(0.010 x 55)+(0.150 x 98)+(0.470 x 61)+(0.020 x 39)]/0.650 ' Q (cfs) SULLIVAN C.B. WEST Hyd. No. 6--25 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 6 Time(min) Hydrograph Report 64 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 7 ' POND NORTH Hydrograph type = SCS Runoff Peak discharge = 1.881 cfs Storm frequency = 25 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 11,250 cuft Drainage area = 1.910 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.40 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.080 x 55)+(0.180 x 98)+(1.220 x 61)+(0.020 x 98)+(0.410 x 39)]/1.910 Q (cfs) POND NORTH cfs Hyd. No. 7--25 Year Q( ) 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 7 Time(min) Hydrograph Report 65 ' Hydraflow Hydrographs Extension for AutoCAD®Civ11 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 8 C.B. SULLIVAN MIDDLE Hydrograph type = SCS Runoff Peak discharge = 0.333 cfs 1 Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 1,380 cuft Drainage area = 0.230 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.20 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.100 x 55)+(0.020 x 98)+(0.010 x 85)+(0.070 x 61)+(0.030 x 39)]/0.230 Q (cfs) C.B. SULLIVAN MIDDLE Hyd. No. 8--25 Year Q(cfs) 1 0.50 0.50 0.45 ' - - 0.45 0.40 - - 0.40 0.35 - 0.35 1 0.30 0.30 ' 0.25 0.25 0.20 _ 0.20 0.15 - 0.15 0.10 -_ - 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 8 Time(min) ' Hydrograph Report 66 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 9 C.B. SULLIVAN EAST Hydrograph type = SCS Runoff Peak discharge = 1.440 cfs ' Storm frequency = 25 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 9,449 cuft Drainage area = 1.050 ac Curve number = 71* fBasin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 44.50 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.650 x 61)+(0.040 x 98)+(0.360 x 85)]/1.050 iC.B. SULLIVAN EAST Q(cfs) Q(cfs) Hyd. No. 9--25 Year 1 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 - Hyd No. 9 Time(min) ' Hydrograph Report 67 ' Hydraflow Hydrographs Extension for AutoCADB Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 10 POND NE CORNER Hydrograph type = SCS Runoff Peak discharge = 1.676 cfs ' Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 7,613 cuft Drainage area = 1.010 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' .Composite(Area/CN)_[(0.850 x 61)+(0.100 x 98)+(0.060 x 85)]/1.010 ' POND NE CORNER Q (cfs) Q (cfs) Hyd. No. 10--25 Year ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 10 Time(min) Hydrograph Report 68 1 Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 11 ' SE RAILROAD DITCH Hydrograph type = SCS Runoff Peak discharge = 5.780 cfs ' Storm frequency = 25 yrs Time to peak = 830 min Time interval = 2 min Hyd. volume = 87,728 cuft Drainage area = 12.660 ac Curve number = 64* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(7.610 x 61)+(0.210 x 63)+(4.140 x 68)+(0.430 x 77)+(0.270 x 80)]/12.660 ' Q (cfs) SE RAILROAD DITCH cfs Hyd. No. 11 --25 Year Q ( ) 6.00 5.00 5.00 4.00 4.00 3.00 2.00 2.00 1.00 - 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1 - Hyd No. 11 Time(min) Hydrograph Report 69 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 12 ' DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hydrograph type = Combine Peak discharge = 2.550 cfs ' Storm frequency = 25 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 16,322 cuft Inflow hyds. = 6, 8, 9 Contrib. drain. area = 1.930 ac ' Q (cfs) DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hyd. No. 12 --25 Year Q (cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 12 Hyd No. 6 Hyd No. 8 - Hyd No. 9 Time(min) ' Hydrograph Report 70 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 13 ' WETLAND POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 7.576 cfs Storm frequency = 25 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 62,289 cuft Inflow hyd. No. = 1 - WETLAND POND Max. Elevation = 76.17 ft Reservoir name = WETLAND POND RETAINAGMax. Storage = 3,601 cuft ' Storage Indication method used. ' WETLAND POND OVERFLOW Q (cfs) Hyd. No. 13--25 Year Q (cfs) ' 8.00 8.00 ' 6.00 6.00 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 13 Hyd No. 1 E= Total storage used= 3,601 cuft Time(min) Hydrograph Report 71 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 14 ' OVERFLOW TO ROUTE 5 C.B SOUTH Hydrograph type = Combine Peak discharge = 10.47 cfs ' Storm frequency = 25 yrs Time to peak = 764 min Time interval = 2 min Hyd. volume = 85,124 cuft Inflow hyds. = 2, 13 Contrib. drain. area = 2.110 ac ' Q (cfs) OVERFLOW TO ROUTE 5 C.B SOUTH Hyd. No. 14--25 Year Q (cfs) ' 12.00 12.00 10.00 10.00 8.00 8.00 ' 6.00 6.00 ' 4.00 - _- 4.00 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Hyd No. 2 -- Hyd No. 13 Time(min) r Hydrograph Report 72 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 15 ' DISCHARGE POINT #1 TO GULLY Hydrograph type = Combine Peak discharge = 24.01 cfs ' Storm frequency = 25 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 187,337 cuft Inflow hyds. = 3, 4, 14 Contrib. drain. area = 10.470 ac 1 1 1 Q (cfs) DISCHARGE POINT #1 TO GULLY Hyd. No. 15 --25 Year Q (cfs) 28.00 - _ - - - -- - - - 28.00 24.00 24.00 20.00 - 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4,00 4.00 r 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 15 Hyd No. 3 - Hyd No. 4 Hyd No. 14 Time(min) 1 Hydrograph Report 73 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2013 by Autodesk,Inc.A 0 Friday,01/212015 Hyd. No. 16 POND NORTH OVERFLOW Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 25 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - POND NORTH Max. Elevation = 78.57 ft ' Reservoir name = POND NORTH RETAINAGE Max. Storage = 11,250 cuft ' Storage Indication method used. Q (cfs) POND NORTH OVERFLOW cfs Hyd. No. 16--25 Year Q ( ) ' 2.00 2.00 ' 1.00 1.00 I ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 16 Hyd No. 7 Total storage used= 11,250 cuft ' Hydrograph Report 74 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 17 ' POND NE CORNER OVERFLO Hydrograph type = Reservoir Peak discharge = 1.630 cfs ' Storm frequency = 25 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 7,522 cuft Inflow hyd. No. = 10 - POND NE CORNER Max. Elevation = 80.09 ft ' Reservoir name = POND NE CORNER Max. Storage = 467 cuft Storage Indication method used. ' Q (cfs) POND NE CORNER OVERFLO cfs Hyd. No. 17--25 Year Q ( ) ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 17 Hyd No. 10 EL-= Total storage used= 467 cuft ' 75 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 11.37 2 768 95,059 ------ ------ ---- WETLAND POND 2 SCS Runoff 5.114 2 748 32,234 ----- ----- ------ ROUTE 5 C.B.SOUTH 3 SCS Runoff 17.00 2 760 128,349 ----- ------ ------ ROUTE 5 C.B.MIDDLE ' 4 SCS Runoff 2.807 2 752 18,326 ------ ------ ------ ROUTE 5 C.B.NORTH 5 SCS Runoff 0.435 2 742 2,306 ----- -- ----- ROUTE 5&SULLIVAN ' 6 SCS Runoff 1.544 2 740 8,098 ---- ---- ------ SULLIVAN C.B.WEST 7 SCS Runoff 3.106 2 744 17,782 ----- ---- ------ POND NORTH 8 SCS Runoff 0,550 2 730 2,181 ----- ------' ----_- C.B.SULLIVAN MIDDLE 9 SCS Runoff 2.116 2 752 13,748 ------ ------ ----- C.B.SULLIVAN FAST 10 SCS Runoff 2.575 2 734 11,461 ---- ----- ----- POND NE CORNER ' 11 SCS Runoff 9.149 2 826 134,086 ------ ----- ------ SE RAILROAD DITCH 12 Combine 3.787 2 746 24,027 6,8,9, ------ ----- DISCHARGE POINT 3-CTSD TO S ' 13 Reservoir 11.35 2 770 92,863 1 76.20 4,037 WETLAND POND OVERFLOW 14 Combine 15.47 2 764 125,098 2,13 ------ ------ OVERFLOW TO ROUTE 5 C.B SOU ' 15 Combine 35.02 2 762 271,773 3,4,14 ------ ------ DISCHARGE POINT#1 TO GULLY 16 Reservoir 0.000 2 n/a 0 7 78.79 17,782 POND NORTH OVERFLOW 17 Reservoir 2.443 2 738 11,371 10 80.12 660 POND NE CORNER OVERFLO ' 3496- Existing Conditions.gpw Return Period: 100 Year Friday, 01 /2/2015 Hydrograph Report 76 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A Friday,0112/2015 Hyd. No. 1 ' WETLAND POND Hydrograph type = SCS Runoff Peak discharge = 11.37 cfs Storm frequency = 100 yrs Time to peak = 768 min Time interval = 2 min Hyd. volume = 95,059 cuft Drainage area = 7.630 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 69.10 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.500 x 55)+(0.570 x 78)+(2.680 x 61)+(0.020 x 63)+(1.750 x 82)+(2.110 x 68)]/7.630 Q (cfs) WETLAND POND cfs Hyd. No. 1 -- 100 Year Q ( ) ' 12.00 12.00 - 10.00 - - _ 10.00 8.00 8.00 ' 6.00 6.00 ' 4.00 - -- 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 1 Time(min) Hydrograph Report 77 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 2 ' ROUTE 5 C.B. SOUTH Hydrograph type = SCS Runoff Peak discharge = 5.114 cfs ' Storm frequency = 100 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 32,234 cuft Drainage area = 2.110 ac Curve number = 76* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 43.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.260 x 55)+(1.580 x 78)+(0.270 x 82)]/2.110 ' Q (cfs) ROUTE 5 C.B. SOUTH cfs Hyd. No. 2 -- 100 Year Q ( ) ' 6.00 - 6.00 5.00 5.00 4.00 4.00 ' 3.00 - - - 3.00 2.00 2.00 1.00 - - 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 2 Time(min) Hydrograph Report 78 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 3 ROUTE 5 C.B. MIDDLE Hydrograph type = SCS Runoff Peak discharge = 17.00 cfs ' Storm frequency = 100 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 128,349 cuft Drainage area = 8.940 ac Curve number = 74* 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 60.70 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.480 x 63)+(0.980 x 82)+(0.320 x 55)+(1.180 x 61)+(0.490 x 98)+(4.490 x 78)]/8.940 Q (cfs) ROUTE 5 C.B. MIDDLE Hyd. No. 3-- 100 Year Q (cfs) ' 18.00 18.00 15.00 15.00 12.00 12.00 ' 9.00 9.00 6.00 6.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 3 Time(min) ' Hydrograph Report 79 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 4 ROUTE 5 C.B. NORTH Hydrograph type = SCS Runoff Peak discharge = 2.807 cfs ' Storm frequency = 100 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 18,326 cuft Drainage area = 1.530 ac Curve number = 68* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 45.50 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.200 x 55)+(0.840 x 61)+(0.150 x 98)+(0.090 x 85)+(0.250 x 78))/1.530 ' ROUTE 5 C.B. NORTH Q(cfs) Hyd. No.4-- 100 Year Q (cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 owe 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) ' Hydrograph Report 80 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,0112!2015 Hyd. No. 5 ' ROUTE 5 & SULLIVAN Hydrograph type = SCS Runoff Peak discharge = 0.435 cfs Storm frequency = 100 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 2,306 cuft Drainage area = 0.210 ac Curve number = 65* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.30 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(AreatCN)_"0.080 x 55)+(0.090 x 61)+(0.030 x 98)+(0.010 x85)110.210 Q (cfs) ROUTE 5 & SULLIVAN Hyd. No. 5-- 100 Year Q(cfs) ' 0.50 0.50 0.45 - - _ 0.45 0.40 - _- - - - - 0.40 0.35 -- - 0.35 1 - - --- 0.30 - - - - 0.30 0.25 0.25 0.20 - _ ' 0.20 - 0.15 - 0.15 0.10 ' 0.05 _ 0.05 0.00 - _ -- 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) Hydrograph Report 81 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 6 SULLIVAN C.B. WEST Hydrograph type = SCS Runoff Peak discharge = 1.544 cfs ' Storm frequency = 100 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 8,098 cuft Drainage area = 0.650 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 6.90 in Distribution = Type III LStorm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_'(0,010 x 55)+(0.150 x 98)+(0.470 x 61)+(0.020 x 39)]/0.650 i Q (cfs) SULLIVAN C.B. WEST Hyd. No. 6-- 100 Year Q(cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) Hydrograph Report 82 Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 7 ' POND NORTH Hydrograph type = SCS Runoff Peak discharge = 3.106 cfs ' Storm frequency = 100 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 17,782 cuft Drainage area = 1.910 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.40 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.080 x 55)+(0.180 x 98)+(1.220 x 61)+(0.020 x 98)+(0.410 x 39)]11.910 ' POND NORTH Q (cfs) Hyd. No. 7-- 100 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 7 Time(min) Hydrograph Report 83 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 8 C.B. SULLIVAN MIDDLE Hydrograph type = SCS Runoff Peak discharge = 0.550 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,181 cuft Drainage area = 0.230 ac Curve number = 60* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.20 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.100 x 55)+(0.020 x 98)+(0.010 x 85)+(0.070 x 61)+(0.030 x 39)]/0.230 Q (cfs) C.B. SULLIVAN MIDDLE Hyd. No. 8-- 100 Year Q(cfs) ' 1.00 - 1.00 - - - 0.90 0.80 - - - -- 0.80 0.70 - - 0.70 0.60 - - - 0.60 ' 0.50 - - 0.50 ' 0.40 - 0.40 0.30 - - _ 0.30 0.20 _ - - 0.20 - 0.10 - 0.10 0.00 - _ 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) r Hydrograph Report 84 Hydraflow Hydrographs Ddension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 9 C.B. SULLIVAN EAST Hydrograph type = SCS Runoff Peak discharge = 2.116 cfs ' Storm frequency = 100 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 13,748 cuft Drainage area = 1.050 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 44.50 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.650 x 61)+(0.040 x 98)+(0.360 x 85)]/1.050 ' Q (cfs) C.B. SULLIVAN EAST cfs Hyd. No. 9-- 100 Year Q ( ) ' 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 9 Time(min) 1 Hydrograph Report 85 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 10 POND NE CORNER Hydrograph type = SCS Runoff Peak discharge = 2.575 cfs 1 Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 11,461 cult Drainage area = 1.010 ac Curve number = 66* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.850 x 61)+(0.100 x 98)+(0.060 x 85))/1.010 ' Q (cfs) POND NE CORNER cfs Q Hyd. No. 10-- 100 Year ( ) 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time(min) ' Hydrograph Report 86 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 11 SE RAILROAD DITCH Hydrograph type = SCS Runoff Peak discharge = 9.149 cfs Storm frequency = 100 yrs Time to peak = 826 min Time interval = 2 min Hyd. volume = 134,086 cuft Drainage area = 12.660 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(7.610 x 61)+(0.210 x 63)+(4.140 x 68)+(0.430 x 77)+(0.270 x 80)1/12.660 ' Q (cfs) SE RAILROAD DITCH Hyd. No. 11 -- 100 Year Q (cfs) 10.00 10.00 8.00 ' 8.00 6.00 6.00 4.00 4.00 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 ' - Hyd No. 11 Time(min) Hydrograph Report 87 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 12 DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hydrograph type = Combine Peak discharge = 3.787 cfs ' Storm frequency = 100 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 24,027 cuft Inflow hyds. = 6, 8, 9 Contrib. drain. area = 1.930 ac ' Q (cfs) DISCHARGE POINT 3 - CTSD TO SCANTIC RIVER Hyd. No. 12-- 100 Year Q (cfs) ' 4.00 4.00 3.00 3.00 ' 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 12 Hyd No. 6 - Hyd No. 8 - Hyd No. 9 Hydrograph Report 88 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 13 iWETLAND POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 11.35 cfs ' Storm frequency = 100 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 92,863 cuft Inflow hyd. No. = 1 - WETLAND POND Max. Elevation = 76.20 ft ' Reservoir name = WETLAND POND RETAINAGMax. Storage = 4,037 cuft Storage Indication method used. ' Q (cfs) WETLAND POND OVERFLOW Hyd. No. 13-- 100 Year Q (cfs) ' 12.00 12.00 10.00 - 10.00 8.00 8.00 ' 6.00 6.00 ' 4.00 4.00 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 13 Hyd No. 1 FF= Total storage used=4,037 cuft r H ss ydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 14 OVERFLOW TO ROUTE 5 C.B SOUTH Hydrograph type = Combine Peak discharge = 15.47 cfs ' Storm frequency = 100 yrs Time to peak = 764 min Time interval = 2 min Hyd. volume = 125,098 cuft Inflow hyds. = 2, 13 Contrib. drain. area = 2.110 ac r 1 1 ' Q (cfs) OVERFLOW TO ROUTE 5 C.B SOUTH cfs Hyd. No. 14-- 100 Year Q( ) ' 18.00 18.00 15.00 15.00 12.00 12.00 ' 9.00 9.00 6.00 6.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 14 Hyd No. 2 - Hyd No. 13 Time(min) r r ' Hydrograph Report 90 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 15 ' DISCHARGE POINT#1 TO GULLY Hydrograph type = Combine Peak discharge = 35.02 cfs ' Storm frequency = 100 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 271,773 cuft Inflow hyds. = 3, 4, 14 Contrib. drain. area = 10.470 ac ' Q (cfs) DISCHARGE POINT #1 TO GULLY Hyd. No. 15-- 100 Year Q (cfs) 40.00 40.00 ' 30.00 30.00 20.00 20.00 -. ....--.__..._..... 10.00 10.00 0.00 MEN 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 15 Hyd No. 3 - Hyd No. 4 Hyd No. 14 ' Hydrograph Report 91 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 16 ' POND NORTH OVERFLOW Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 100 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - POND NORTH Max. Elevation = 78.79 ft ' Reservoir name = POND NORTH RETAINAGE Max. Storage = 17,782 cuft Storage Indication method used. Q (cfs) POND NORTH OVERFLOW Hyd. No. 16-- 100 Year Q (cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 � i 0.00 IJ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 16 Hyd No. 7 Total storage used= 17,782 cuft ' Hydrograph Report 92 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 17 ' POND NE CORNER OVERFLO Hydrograph type = Reservoir Peak discharge = 2.443 cfs ' Storm frequency = 100 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 11,371 cuft Inflow hyd. No. = 10 - POND NE CORNER Max. Elevation = 80.12 ft ' Reservoir name = POND NE CORNER Max. Storage = 660 cuft Storage Indication method used. ' Q (cfs) POND NE CORNER OVERFLO Hyd. No. 17-- 100 Year Q(cfs) 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 17 Hyd No. 10 Total storage used= 660 cuft APPENDIX B Watershed Computations (Post-Development Conditions) 1 1 1 g 1 Watershed Model Schematic HydraflowHydrographs Extension for AutoCAD®Civil 3D®2013byAutodesk,Inc.v10 ' 10 11 12 ' S ' 13 3 4 7 ' 16 19 18 ED 7ZI 15 2 17 20 24 25 27 28 21 ' 1 23 ' �22 1 9 8 ' 26 'W ' Project: 3496 - Proposed 2.gpw Friday, 01 /2/2015 ' 2 Hydrograph Return Period Req y ow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ---- ------- 8.199 ------- 12.44 15.37 19.34 22.85 26.37 Lot No.1 Future Development Area 2 SCS Runoff ------ ------- 0.361 ------ 0.666 0.889 1.206 1.497 1.801 West Entrance Area 3 SCS Runoff ------ ------- 0.117 ----- 0.306 0.463 0.695 0.915 1.148 West Berm 1 4 SCS Runoff ------ ------- 0.028 ------- 0.129 0.241 0.438 0.639 0.861 East Berm 5 SCS Runoff ------ ------ 0.804 ------ 1.101 1.299 1.562 1.791 2.019 West Front Parking ' 6 SCS Runoff ----- ------ 1.072 ------ 1.469 1.733 2.083 2.388 2.692 East Front Parking 7 SCS Runoff ----- ------- 0.881 ----- 1.983 2.844 4.094 5.263 6.487 Wetland Mitigation Swale ' 8 SCS Runoff =__-- _-____- 4.687 =___-_- 7.451 9.424 12.14 14.56 17.02 Dentention Pond 9 SCS Runoff 10.03 12.92 14.84 17.39 19.62 21.85 West Roof Half 10 SCS Runoff ----- --- 10.03 ------- 12.92 14.84 17.39 19.62 21.85 East Roof Half ' 11 SCS Runoff ------ ------ 1.258 ------- 1.619 1.860 2.180 2.460 2.740 East Parking(North) 12 SCS Runoff ------ ------- 1.767 ------ 2.275 2.613 3.063 3.456 3.849 East Parking(Middle) ' 13 SCS Runoff ------ ------ 3.171 ------- 4.159 4.814 5.683 6.440 7.195 East Entrance Area 14 SCS Runoff ----- ------ 2.520 ------- 3.305 3.825 4.516 5.118 5.718 East Parking(South) ' 15 SCS Runoff ------ ____-_- 0.249 ------- 0.363 0.441 0.545 0.636 0.727 East Rear Access Driveway 16 Combine 3,5, 0.848 ------- 1.300 1.627 2.083 2.496 2.921 WEST BERM DRAINAGE 17 Combine 2,16 ------- 1.105 ------ 1.839 2.377 3.136 3.829 4.545 TO THE REACH i 18 Combine 4,6, ------- 1.072 ------- 1.499 1.845 2.359 2.830 3.316 EAST BERM DRAINAGE 19 Combine 10,11,12, ------ 19.00 --- 24.64 28.39 33.38 37.73 42.08 EAST FACE IMPERVIOUS DRAINA ' 13,14,15, 20 Combine 7, 18,19 ------- 20.55 ------- 27.54 32.34 38.89 44.71 50.59 WETLAND MIDIGATION DRAINAGE 21 Reach 17 ------- 1.088 --- 1.819 2.356 3.113 3.807 4.524 REACH TO SW POND ' 22 Combine 1,8,9, ------- 41.86 ------- 58.33 69.70 8520 98.97 112.87 COMBINE TO POND 20,21 23 Reservoir 22 ------- 1.195 ------- 1.457 1.615 1.804 1.956 2.092 SW POND OVERFLOW ' 24 SCS Runoff =_--- __-__= 1.249 2.561 3.606 5.155 6.619 8.159 SE Railroad Ditch 25 SCS Runoff 0.437 0.869 1.200 1.676 2.117 2.575 Pond NE Corner 26 Reservoir 25 ------ 0.408 ---- 0.838 1.164 1.630 2.023 2.443 Pond NE Corner O.F. ' 27 SCS Runoff ------ ------- 0.424 ------- 0.747 0.982 1.317 1.622 1.935 C.B.Sullivan East 28 SCS Runoff ------ ------- 0.070 ------ 0.143 0.199 0.280 0.356 0.435 Route 5&Sullivan C.B. ' Proj. file: 3496-Proposed 2.gpw Friday, 01 /2/2015 ' 3 Hydrograph Summary Report 1 Hydraflow Hydrographs Extension for AutoCADp Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cult) 1 SCS Runoff 8.199 2 728 31,786 ----- ---- ---- Lot No.1 Future Development Area 2 SCS Runoff 0.361 2 730 1,576 ------ ------ ----- West Entrance Area 3 SCS Runoff 0.117 2 736 734 ----- ------ ------ West Berm ' 4 SCS Runoff 0.028 2 748 356 ------ -- ---- East Berm 5 SCS Runoff 0.804 2 724 2,435 ---- ------ ------ West Front Parking ' 6 SCS Runoff 1.072 2 724 3,247 ------ ---- ----- East Front Parking 7 SCS Runoff 0.881 2 732 4,666 ---- ----- — - Wetland Mitigation Swale ' 8 SCS Runoff 4.687 2 730 18,508 ------ ------ ___--= Dentention Pond 9 SCS Runoff 10.03 2 724 33,831 West Roof Half 10 SCS Runoff 10.03 2 724 33,831 ------ ------ ----- East Roof Half 11 SCS Runoff 1.258 2 724 4,241 --- ----- ----- East Parking(North) 12 SCS Runoff 1.767 2 724 5,958 --- ----- --- East Parking(Middle) ' 13 SCS Runoff 3.171 2 724 10,081 ------ ------ ------ East Entrance Area 14 SCS Runoff 2.520 2 724 8,011 ------ ------ ----- East Parking(South) ' 15 SCS Runoff 0.249 2 724 744 ------ ------ ----- East Rear Access Driveway 16 Combine 0.848 2 724 3,169 3,5, --- ----- WEST BERM DRAINAGE 17 Combine 1.105 2 724 4,745 2,16 TO THE REACH ' 18 Combine 1.072 2 724 3,604 4,6, ------ ----- EAST BERM DRAINAGE 19 Combine 19.00 2 724 62,867 10,11,12, ----- ---- EAST FACE IMPERVIOUS DRAINA ' 13,14,15, 20 Combine 20.55 2 724 71,136 7,18,19 ------ ------ WETLAND MIDIGATION DRAINAGE 21 Reach 1.088 2 728 4,742 17 ------ ------ REACH TO SW POND ' 22 Combine 41.86 2 724 160,002 1,8,9, ------ ------ COMBINE TO POND 20,21 23 Reservoir 1.195 2 1042 153,881 22 69.06 199,539 SW POND OVERFLOW ' 24 SCS Runoff 1.249 2 848 22,855 ---- ----- -- SE Railroad Ditch 25 SCS Runoff 0A37 2 738 2,357 ------ ----- ----- Pond NE Corner 26 Reservoir 0.408 2 744 2,267 25 80.04 239 Pond NE Corner O.F. 27 SCS Runoff 0.424 2 756 3,033 ------ ------ ------ C.B.Sullivan East 28 SCS Runoff 0.070 2 748 458 ------ ---- ------ Route 5&Sullivan C.B. 1 3496- Proposed 2.gpw Return Period: 2 Year Friday, 01 /2/2015 Hydrograph Report 4 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 1 jLot No.1 Future Development Area Hydrograph type = SCS Runoff Peak discharge = 8.199 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 31,786 cuft Drainage area = 5.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.150 x 39)+(2.430 x 61)+(3.200 x 98)]/5.780 ' Q (cfs) Lot No.1 Future Development Area cfs Hyd. No. 1 --2 Year Q ( ) 1 10.00 10.00 8.00 8.00 6.00 6.00 ' 4,00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 Hyd No. 1 Time(min) ' Hydrograph Report 5 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 2 West Entrance Area Hydrograph type = SCS Runoff Peak discharge = 0.361 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 1,576 cuft Drainage area = 0.540 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.270 x 39)+(0.110 x 61)+(0.160 x 98)]/0.540 Q(cfs) West Entrance Area cfs Hyd. No. 2 --2 Year Q( ) ' 0.50 -- - 0.50 0.45 ' - 0.45 0.40 _ 0.40 0.35 - - - __ 0.35 - 0.30 - - 0.30 0.25 -- - - - 0.25 - - - - - 0.20 0.15 - - - - _ -_ 0.15 0.10 0.10 0.05 - - _ 0.05 0.00 -- - _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 2 Time(min) 1 Hydrograph Report s ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112!2015 Hyd. No. 3 West Berm Hydrograph type = SCS Runoff Peak discharge = 0.117 cfs ' Storm frequency = 2 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 734 cuft Drainage area = 0.480 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.030 x 39)+(0.450 x 61)]/0.480 Q (cfs) West Berm Hyd. No. 3--2 Year Q (cfs) ' 0.50 - - 0.50 0.45 - ' 0.45 0.40 - - - 0.40 0.35 - - 0.35 0.30 0.30 0.25 - - - - -- - 0.25 -- 0.20 0.15 - 0.15 0.10 -_ 0.10 - 0.05 ' 0.00 - - _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 3 Time(min) r H 7 ydrograph Report Hydraflow Hydrographs Extension for AUtoCADO Civil 3138 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 4 iEast Berm Hydrograph type = SCS Runoff Peak discharge = 0.028 cfs ' Storm frequency = 2 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 356 cuft Drainage area = 0.550 ac Curve number = 52* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.230 x 39)+(0.320 x 61))/0.550 ' Q(cfs) East Berm Hyd. No. 4--2 Year Q (cfs) 0.10 - - -- 0.10 0,09 - 0.09 0.08 - - - 0.08 0.070.07 - - 0.06 0.06 0.05 - - 0.05 0.04 - -- - ' - 0.04 0.03 - _ _- _ 0.03 0.02 0.02 0.01 — - - 0.01 0.00 - - - — 77 -77� 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' — Hyd No. 4 Time(min) H $ ydrograph Report ' Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 5 West Front Parking Hydrograph type = SCS Runoff Peak discharge = 0.804 cfs 1 Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,435 cuft Drainage area = 0.330 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 1 *Composite(Area/CN)_[(0.040 x 39)+(0.010 x 61)+(0.280 x 98))/0.330 ' Q (cfs) West Front Parking Hyd. No. 5--2 Year Q(cfs) 1.00 - - - - 1.00 0 - 0.90 .90 0.80 ' - - 0.80 0.70 0.70 0.60 0.60 0.50 - - - 0.50 0.40 -- - .40 0.30 0.30 0.20 0.20 0.10 - - - 0.10 r - - - _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 5 Time(min) ' Hydrograph Report 9 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 6 ' East Front Parking Hydrograph type = SCS Runoff Peak discharge = 1.072 cfs ' Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,247 cuft Drainage area = 0.440 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.050 x 39)+(0.010 x 61)+(0.380 x 98)]/0,440 Q (cfs) East Front Parking Hyd. No. 6--2 Year Q(cfs) ' 2.00 2.00 1.00 1.00 0.00 11 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' - Hyd No. 6 Time(min) Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 7 Wetland Mitigation Swale Hydrograph type = SCS Runoff Peak discharge = 0.881 cfs ' Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 4,666 cuft Drainage area = 2.400 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.770 x 68)+(1.630 x 61)]/2.400 ' Q (cfs) Wetland Mitigation Swale cfs Hyd. No. 7--2 Year Q ( ) 1.00 - - -- - 1.00 ' 0.90 0.90 0.80 - _ - 0.80 0.70 -- - 0.70 0.60 - 0.60 ' 0.50 - -_ - 0.50 ' 0.40 - - 0.40 0.30 - -- 0.30 ' 0.20 - 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 156 0 Hyd No. 7 Time(min) Hydrograph Report 11 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Friday,01/2 12015 Hyd. No. 8 Dentention Pond Hydrograph type = SCS Runoff Peak discharge = 4.687 cfs ' Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 18,508 cuft Drainage area = 4.080 ac Curve number = 77* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.060 x 39)+(1.820 x 61)+(0.500 x 68)+(1.700 x 98)]/4.080 ' Q (cfs) Dentention Pond Hyd. No. 8 --2 Year Q (cfs) 5.00 - 5.00 4.00 4.00 - 3.00 3.00 2.00 - - 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) ' Hydrograph Report 12 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 9 West Roof Half Hydrograph type = SCS Runoff Peak discharge = 10.03 cfs ' Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 33,831 cuft Drainage area = 3.350 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(3.350 x 98)]/3.350 ' Q(cfs) West Roof Half Hyd. No. 9--2 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 ' 8.00 ' 6.00 6.00 ' 4.00 4.00 2.00 ' 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' - Hyd No. 9 Time(min) ' Hydrograph Report 13 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 10 ' East Roof Half Hydrograph type = SCS Runoff Peak discharge = 10.03 cfs ' Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 33,831 cuft Drainage area = 3.350 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' Q (cfs) East Roof Half Hyd. No. 10--2 Year Q(cfs) 12.00 12.00 10.00 10.00 8.00 ' 8.00 ' 6.00 6.00 ' 4.00 - - 4.00 2.00 ' 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 10 Time(min) Hydrograph Report 14 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 11 ' East Parking (North) Hydrograph type = SCS Runoff Peak discharge = 1.258 cfs ' Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 4,241 cuft Drainage area = 0.420 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.040 x 68)+(0.380 x 98)]/0.420 ' Q (cfs) East Parking (North) cfs Hyd. No. 11 --2 Year Q( ) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 11 Time(min) Hydrograph Report 15 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 12 East Parking (Middle) Hydrograph type = SCS Runoff Peak discharge = 1.767 cfs ' Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 5,958 cuft Drainage area = 0.590 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.160x68)+(0.430 x 98)]/0.590 ' Q (cfs) East Parking (Middle) cfs Hyd. No. 12--2 Year Q ( ) 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' - Hyd No. 12 Time(min) ' Hydrograph Report 16 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,0112/2015 Hyd. No. 13 ' East Entrance Area Hydrograph type = SCS Runoff Peak discharge = 3.171 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 10,081 cuft Drainage area = 1.120 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.100 x 61)+(1.020 x 98)J/1.120 Q(cfs) East Entrance Area Hyd. No. 13--2 Year Q (cfs) ' 4.00 4.00 ' 00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 13 Time(min) ' Hydrograph Report 17 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01!2/2015 Hyd. No. 14 ' East Parking (South) Hydrograph type = SCS Runoff Peak discharge = 2.520 cfs ' Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,011 cult Drainage area = 0.890 ac Curve number = 95* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(ArealCN)_[(0.070 x 61)+(0.730 x 98)+(0.090 x 68)]/0.890 Q (cfs) East Parking (South) cfs Hyd. No. 14--2 Year Q ( ) 3.00 3.00 2.00 2.00 1.00 1.00 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' - Hyd No. 14 Time(min) Hydrograph Report 18 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 15 East Rear Access Driveway Hydrograph type = SCS Runoff Peak discharge = 0.249 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 744 cuft Drainage area = 0.130 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.050 x 61)+(0.080 x 98)110.130 Q (cfs) East Rear Access Driveway Hyd. No. 15--2 Year Q (cfs) - - 0.50 0.45 - - -_ 0.45 - 0.40 _ -- -_ -- 0.40 0.35 - - 0.35 - - 0.30 -- 0.30 0.25 - - - - - - - 0.25 0.20 - - - - 0.20 0.15 _ - - - - 0.15 0.10 _- 0.10 0.05 0.05 0.00 _ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time(min) Hydrograph Report 19 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 16 WEST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 0.848 cfs LStorm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,169 cuft Inflow hyds. = 3, 5 Contrib. drain. area = 0.810 ac 1 ' Q (cfs) WEST BERM DRAINAGE Hyd. No. 16--2 Year Q(cfs) 1.00 0.90 ---- -- -. - - - 0.90 -_ 0.80 0.70 -- - - - - 0.70 0.60 - - 0.60 0.50 -_ -- - 0.50 0.40 - 0.40 0.30 - _ -- - 0.30 0.20 0.20 0.10 0.10 ' 0.00 -_ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 16 Hyd No. 3 Hyd No. 5 Time(min) Hydrograph Report 20 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 17 TO THE REACH Hydrograph type = Combine Peak discharge = 1.105 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 4,745 cuft Inflow hyds. = 2, 16 Contrib. drain. area = 0.540 ac 1 1 Q (cfs) TO THE REACH Hyd. No. 17--2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 17 Hyd No. 2 - Hyd No. 16 Hydrograph Report 21 Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2013 by AUtodesk,Inc.00 Friday,01/2 12015 Hyd. No. 18 EAST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 1.072 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,604 cuft Inflow hyds. = 4, 6 Contrib. drain. area = 0.990 ac r r r EAST BERM DRAINAGE Q (cfs) Hyd. No. 18--2 Year Q (cfs) 2.00 2.00 r 1.00 1.00 1 r r 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 rHyd No. 18 Hyd No. 4 Hyd No. 6 Time(min) r Hydrograph Report 22 Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.A 0 Friday,01/2 12015 Hyd. No. 19 EAST FACE IMPERVIOUS DRAINAGE Hydrograph type = Combine Peak discharge = 19.00 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 62,867 cuft Inflow hyds. = 10, 11, 12, 13, 14, 15 Contrib. drain. area = 6.500 ac l i Q (cfs) EAST FACE IMPERVIOUS DRAINAGE Hyd. No. 19--2 Year Q (cfs) 21.00 21.00 18.00 _ 18.00 15.00 15.00 12.00 - 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 19 - Hyd No. 10 Hyd No. 11 - Hyd No. 12 Time(min) Hyd No. 13 Hyd No. 14 Hyd No. 15 Hydrograph Report 23 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 20 WETLAND MIDIGATION DRAINAGE Hydrograph type = Combine Peak discharge = 20.55 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 71,136 cuft Inflow hyds. = 7, 18, 19 Contrib. drain. area = 2.400 ac l 1 1 Q(cfs) WETLAND MIDIGATION DRAINAGE cfs Hyd. No. 20--2 Year Q ( ) 21.00 - 21.00 1 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 20 Hyd No. 7 - Hyd No. 18 - Hyd No. 19 Hydrograph Report 24 Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 21 REACH TO SW POND Hydrograph type = Reach Peak discharge = 1.088 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 4,742 cuft Inflow hyd. No. = 17 - TO THE REACH Section type = Trapezoidal Reach length = 213.5 ft Channel slope = 1.0 % Manning's n = 0.035 Bottom width = 4.0 ft Side slope = 3.0:1 Max. depth = 73.0 ft Rating curve x = 1.689 Rating curve m = 1.339 Ave. velocity = 0.00 ft/s Routing coeff. = 0.7266 1 Modified Aft-Kin routing method used. REACH TO SW POND Q (cfs) Hyd. No.21 --2 Year Q (cfs) 2.00 2.00 1 - 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 21 Hyd No. 17 Time(min) Hydrograph Report 25 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 22 COMBINE TO POND Hydrograph type = Combine Peak discharge = 41.86 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 160,002 cult Inflow hyds. = 1, 8, 9, 20, 21 Contrib. drain. area = 13.210 ac 1 1 COMBINE TO POND Q (cfs) Hyd. No. 22--2 Year50.00 Q(cfs) 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 Ell 10.00 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 22 Hyd No. 1 - Hyd No. 8 - Hyd No. 9 Time(min) Hyd No. 20 Hyd No. 21 Hydrograph Report 26 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3DO 2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 23 SW POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 1.195 cfs Storm frequency = 2 yrs Time to peak = 1042 min Time interval = 2 min Hyd. volume = 153,881 cuft Inflow hyd. No. = 22 - COMBINE TO POND Max. Elevation = 69.06 ft ' Reservoir name = SW DETENTION POND Max. Storage = 199,539 cuft Storage Indication method used. Wet pond routing start elevation=67.00 ft. Q (cfs) SW POND OVERFLOW cfs Hyd. No.23--2 Year Q ( ) 50.00 - - - - - - 50.00 40.00 40.00 30.00 30.00 20,00 20.00 10.00 10.00 0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time(min) - Hyd No. 23 Hyd No. 22 Total storage used= 199,539 cuft 1 Pond Report 27 Hydraflow Hydrographs Extension for AutoCAD@)Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Pond No. 1 - SW DETENTION POND Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=65.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) 0.00 65.00 29,614 0 0 1.00 66.00 41,604 35,436 35,436 2.00 67.00 53,350 47,351 82,787 3.00 68.00 56,464 54,894 137,681 4.00 69.00 59,634 58,036 195,717 5.00 70.00 62,860 61,234 256,951 6.00 71.00 66,143 64,488 321,439 7.00 72.00 71,865 68,977 390,416 8.00 73.00 77,147 74,483 464,900 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 24.00 6.00 0.00 0.00 Crest Len(ft) = 15.23 0.00 0.00 0.00 Span(in) = 24.00 6.00 0.00 0.00 Crest El.(ft) = 72.70 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 67.00 67.01 0.00 0.00 Weir Type = 1 Length(ft) = 30.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 0.00 0.00 n/a N-Value = .012 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00 ' Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 8.00 73.00 i6.00 71.00 4.00 ' 69.00 2.00 67.00 0.00 65.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Total Q Discharge(cfs) ' H dr 28 y ograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 313182013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 24 SE Railroad Ditch Hydrograph type = SCS Runoff Peak discharge = 1.249 cfs Storm frequency = 2 yrs Time to peak = 848 min Time interval = 2 min Hyd. volume = 22,855 cuft Drainage area = 11.290 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_"0.700 x 78)+(3.470 x 68)+(0.210 x 63)+(0.080 x 98)+(6.050 x 61)+(0.740 x 55)]/11.290 Q (cfs) SE Railroad Ditch Hyd. No. 24--2 Year Q (cfs) ' 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 ' Hyd No. 24 Time(min) TR 29 55 Tc Worksheet ' Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk,Inc.v10 Hyd. No. 24 ' SE Railroad Ditch ' Description A C C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 ' Land slope (%) = 0.07 0.00 0.00 Travel Time (min) = 128.48 + 0.00 + 0.00 = 128.48 Shallow Concentrated Flow Flow length (ft) = 794.37 0.00 0.00 Watercourse slope (%) = 0.07 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =0.44 0.00 0.00 ' Travel Time (min) = 30.16 + 0.00 + 0.00 = 30.16 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 1 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 ' 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time min = 0.00 + + _ (min) 0.00 0.00 0.00 ' Total Travel Time,Tc.............................................................................. 158.60 min Hydrograph Report 30 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 25 ' Pond NE Corner Hydrograph type = SCS Runoff Peak discharge = 0.437 cfs Storm frequency = 2 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 2,357 cuft Drainage area = 1.010 ac Curve number = 66 ' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Q (cfs) Pond NE Corner Hyd. No. 25--2 Year Q (cfs) 0.50 - 0.45 - - - - 0.45 0.40 - - - - - -- 0.40 0.35 - - -_ 0.35 ' 0.30 _ _ - 0.30 ' 0.25 0.25 0.20 ' - 0.20 0.15 _ _ _ - 0.15 0.10 - - 0.10 - 0.05 0.05 1 ' 0.00 -- - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 25 Time(min) ' TR55 Tc Worksheet 31 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DID 2013 by Autodesk,Inc.v10 Hyd. No. 25 ' Pond NE Corner Description A B C Totals Sheet Flow ' Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 146.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 ' Land slope (%) = 2.30 0.00 0.00 Travel Time (min) = 18.27 + 0.00 + 0.00 = 18.27 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 ' 0.00 0.00 Flow length (ft) ((0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 18.30 min Hydrograph Report 32 Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 26 ' Pond NE Corner O.F. Hydrograph type = Reservoir Peak discharge = 0.408 cfs Storm frequency = 2 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 2,267 cuft Inflow hyd. No. = 25 - Pond NE Corner Max. Elevation = 80.04 ft ' Reservoir name = Pond NE Corner Max. Storage = 239 cuft Storage Indication method used. ' Q (cfs) Pond NE Corner O.F. cfs Hyd. No.26--2 Year Q ( ) ' 0.50 - - - 0.50 0.45 - - - - - - - - - - 0.45 0.40 - -- 0.40 0.35 - -- 0.35 0.30 - - _ 0.30 - ' 0.25 0.25 0.20 ' 0.20 0.15 - - - - - - 0.15 0.10 0.10 0.05 _ - 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 26 Hyd No. 25 Time(min) Y y �L]� Total storage used= 239 cuft Pond Report 33 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2 i 2015 Pond No. 2- Pond NE Corner Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=79.90 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cult) 0.00 79.90 10 0 0 0.10 80.00 2,524 90 90 0.20 80.10 5,809 405 495 ' 0.30 80.20 9,461 756 1,251 0.40 80.30 11,623 1,052 2,303 Culvert/Orifice Structures Weir Structures ' [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 17.25 14.60 0.00 0.00 ' Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 80.00 80.20 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti --- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) ' 1.00 80.90 0.90 80.80 ' 0.80 80.70 ' 0.70 80.60 0.60 80.50 0.50 80.40 0.40 80.30 0.30 80.20 ' 0.20 80.10 ' 0.10 80.00 0.00 79.90 ' 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Total Q Discharge(cfs) ' Hydrograph Report 34 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 27 ' C.B. Sullivan East Hydrograph type = SCS Runoff Peak discharge = 0.424 cfs Storm frequency = 2 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 3,033 cuft Drainage area = 0.960 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 44.50 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' C.B. Sullivan East Q (cfs) Hyd. No. 27--2 Year Q (cfs) ' 0.50 - _ - - - 0.50 - - -- _ 0.45 0.40 -_ - - _- - - 0.40 0.35 _ - - -- _- 0.35 0.30 - 0.30 ' 0.25 - - 0.25 _ - 0.20 0.15 - - 0.15 0.10 0.10 0.05 - 0.05 0.00 Li- - - -_ - - -_ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 27 Time(min) ' Hydrograph Report 35 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Friday,01/2 12015 Hyd. No. 28 ' Route 5 & Sullivan C.B. Hydrograph type = SCS Runoff Peak discharge = 0.070 cfs ' Storm frequency = 2 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 458 cuft Drainage area = 0.210 ac Curve number = 65 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.30 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Route 5 & Sullivan C.B. Q(cfs) Hyd. No. 28--2 Year Q (cfs) _ _ 0.10 0.09 0,09 0.08 _ _ - - 0.08 0.07 - 0.07 0.06 _ 0.06 ' 0.05 : -- - 0.05 0.04 ' _ 0.04 0.03 _ _ - - 0.03 - ' 0.02 - ......__.._.___.__...._.__...... - 0.02 ' 0.01 _ - - - - 0.01 0.00 _- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 28 Time(min) ' Hydraflow Rainfall Report 36 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 1 2015 ' Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) ' 1 0.0000 0.0000 0.0000 ----- 2 30.1225 6.6000 0.7676 ------- ' 3 0.0000 0.0000 0.0000 -------- 5 52.3308 9.8000 0.8367 ------- ' 10 54.7383 10.8000 0.8016 =_-Y-' 25 101.9813 15.8000 0.8971 ' 50 98.1551 15.7000 0.8577 -------- 100 106.5909 17.0000 0.8462 ' File name:Connecticut IDF.idf Intensity=B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 ' 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OM 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 ' 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 ' Tc=time in minutes.Values may exceed 60. Preci .file name:Hartford County.pcp Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr ' SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 37 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D@ 2013 by Autodesk,Inc.A 0 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total H dro ra h Y g P No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 15.37 2 728 58,892 ----- ----- ----- Lot No.1 Future Development Area ' 2 SCS Runoff 0.889 2 730 3,522 _____ _____ _____ West Entrance Area 3 SCS Runoff 0.463 2 730 2,030 ----- ---- ----- West Berm ' 4 SCS Runoff 0.241 2 734 1,387 ----- --- ---- East Berm 5 SCS Runoff 1.299 2 724 4,029 ---- ------ ----- West Front Parking 6 SCS Runoff 1.733 2 724 5,372 ---- ------ ----= East Front Parking 7 SCS Runoff 2.844 2 730 11,881 ---- ----- ---- Wetland Mitigation Swale ' 8 SCS Runoff 9,424 2 728 36,260 _— _---__ -- Dentention Pond 9 SCS Runoff 14.84 2 724 50,888 West Roof Half 10 SCS Runoff 14.84 2 724 50,888 ------ ------ ------ East Roof Half 1 11 SCS Runoff 1.860 2 724 6,380 ------ ----- ------ East Parking(North) 12 SCS Runoff 2.613 2 724 8,962 ---- ---- ------ East Parking(Middle) ' 13 SCS Runoff 4.814 2 724 15,713 ----- ------ ------ East Entrance Area 14 SCS Runoff 3.825 2 724 12,486 ----- ------ ------ East Parking(South) ' 15 SCS Runoff 0.441 2 724 1,326 ------ ------ ------ East Rear Access Driveway 16 Combine 1.627 2 724 6,059 3,5, ------ --- WEST BERM DRAINAGE 17 Combine 2.377 2 726 9,581 2,16 ------ ------ TO THE REACH ' 18 Combine 1.845 2 724 6,759 4,6, ------ ----- EAST BERM DRAINAGE 19 Combine 28.39 2 724 95,755 10,11,12, ------ ------ EAST FACE IMPERVIOUS DRAINA ' 13,14,15, 20 Combine 32.34 2 724 114,395 7,18,19 ----- ------ WETLAND MIDIGATION DRAINAGE 21 Reach 2.356 2 728 9,579 17 ----- ------ REACH TO SW POND ' 22 Combine 69.70 2 724 270,014 1,8,9, ------ ------ COMBINE TO POND 20,21 23 Reservoir 1.615 2 1080 260,613 22 70A8 287,980 SW POND OVERFLOW ' 24 SCS Runoff 3.606 2 832 56,782 ------ --= SE Railroad Ditch 25 SCS Runoff 1.200 2 734 5,597 Pond NE Comer 26 Reservoir 1.164 2 738 5,507 25 80.07 391 Pond NE Corner O.F. ' 27 SCS Runoff 0.982 2 752 6,536 ------ ------ ------ C.B.Sullivan East 28 SCS Runoff 0.199 2 742 1,111 ------ ----- ----- Route 5&Sullivan C.B. ' 3496- Proposed 2.gpw Return Period: 10 Year Friday, 01 /2 12015 ' Hydrograph Report 38 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 1 ' Lot No.1 Future Development Area Hydrograph type = SCS Runoff Peak discharge = 15.37 cfs ' Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 58,892 cuft Drainage area = 5.780 ac Curve number = 81* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.150 x 39)+(2.430 x 61)+(3.200 x 98)j/5.780 ' Lot No.1 Future Development Area Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs) ' 18.00 18.00 15.00 15.00 12.00 12.00 ' 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 1 Time(min) Hydrograph Report 39 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,011212015 Hyd. No. 2 ' West Entrance Area Hydrograph type = SCS Runoff Peak discharge = 0.889 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 3,522 cuft Drainage area = 0.540 ac Curve number = 69* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.270 x 39)+(0.110 x 61)+(0.160 x 98)]/0.540 ' West Entrance Area Q (cfs) Hyd. No. 2 -- 10 Year Q(cfs) 0.90 0.90 - 0.80 --- - - 0.80 0.70 0.70 0.60 - 0.60 ' 0.50 - 0.50 ' 0.40 - _ 0.40 ..._.._......._.... . ...._........._.... 0.30 __ - - 0.30 0.20 0.20 0.10 0.10 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 Hyd No. 2 Time(min) Hydrograph Report 40 ' Hydraflow Hydrographs Extension for AutoCAD®CMI 3D®2013 by Autodesk,Inc.A 0 Friday,01/2!2015 Hyd. No. 3 West Berm Hydrograph type = SCS Runoff Peak discharge = 0.463 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,030 cuft Drainage area = 0.480 ac Curve number = 60* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.030 x 39)+(0.450 x 61)]/0.480 ' West Berm Q (cfs) Hyd. No. 3-- 10 Year Q(cfs) 0.50 0,45 - - - 0.45 0.40 0.40 0.35 0.35 - - 0.30 0.30 ' 0.25 - - -- --- 0.25 0.20 0.20 0.15 -- _ - - 0.15 0.10 0.10 0.05 ' 0.00 _ - -- - _- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 3 Time(min) ' Hydrograph Report 41 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 4 ' East Berm Hydrograph type = SCS Runoff Peak discharge = 0.241 cfs Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 1,387 cuft Drainage area = 0.550 ac Curve number = 52* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.230 x 39)+(0.320 x 61))/0.550 ' East Berm Q (cfs) Hyd. No. 4-- 10 Year Q(cfs) - 0.50 ...._..__._.......... 0.45 - ' - 0.45 0.40 - 0.40 0.35 0.35 ' 0.30 0.30 - .. .....-_._........ ' 0.25 - - - - - - -- -- -- — 0.25 0.20 0.20 - - 0.15 - - - 0.15 0.10 0.10 0.05 0.05 ' 0.00 - -- - --- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 4 Time(min) H r r 42 yd og aph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.00 Friday,01/2/2015 Hyd. No. 5 ' West Front Parking Hydrograph type = SCS Runoff Peak discharge = 1.299 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 4,029 cuft Drainage area = 0.330 ac Curve number = 90* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_"0.040 x 39)+(0.010 x 61)+(0.280 x 98),/0.330 West Front Parking Q (cfs) Hyd. No. 5-- 10 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 5 Time(min) ' H 43 ydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01!2 12016 Hyd. No. 6 ' East Front Parking Hydrograph type = SCS Runoff Peak discharge = 1.733 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 5,372 cuft Drainage area = 0.440 ac Curve number = 90* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_"0.050 x 39)+(0.010 x 61)+(0.380 x 98)]/0.440 ' Q (cfs) East Front Parking cfs Hyd. No. 6-- 10 Year Q( ) ' 2.00 2.00 ' 1.00 1.00 JL' 0.00 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 6 Time(min) ' Hydrograph Report 44 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 7 ' Wetland Mitigation Swale Hydrograph type = SCS Runoff Peak discharge = 2.844 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 11,881 cuft Drainage area = 2.400 ac Curve number = 63* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.770 x 68)+(1.630 x 61)]/2.400 ' Q(cfs) Wetland Mitigation Swale Q (cfs Hyd. No. 7-- 10 Year ) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time(min) Hydrograph Report 45 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 8 ' Dentention Pond Hydrograph type = SCS Runoff Peak discharge = 9.424 cfs ' Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 36,260 cuft Drainage area = 4.080 ac Curve number = 77* 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.060 x 39)+(1.820 x 61)+(0.500 x 68)+(1.700 x 98)114.080 ' Dentention Pond Q (cfs) Hyd. No. 8-- 10 Year Q(cfs) ' 10.00 10.00 8.00 8.00 ' 6.00 6.00 ' 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) ' Hydrograph Report 46 ' Hydraflow Hydrographs E)dension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 9 ' West Roof Half Hydrograph type = SCS Runoff Peak discharge = 14.84 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 50,888 cuft Drainage area = 3.350 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(3.350 x 98)]/3.350 West Roof Half Q(cfs) Hyd. No. 9-- 10 Year Q (cfs) ' 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 9 Time(min) ' Hydrograph Report 47 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 10 ' East Roof Half Hydrograph type = SCS Runoff Peak discharge = 14.84 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 50,888 cuft Drainage area = 3.350 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' East Roof Half Q (cfs) Hyd. No. 10-- 10 Year Q (cfs) ' 15.00 15.00 12.00 12.00 ' 9.00 9.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 10 Time(min) ' Hydrograph Report 48 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,01/2!2015 Hyd. No. 11 ' East Parking (North) Hydrograph type = SCS Runoff Peak discharge = 1.860 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 6,380 cuft Drainage area = 0.420 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.040 x 68)+(0.380 x 98)]/0.420 East Parking (North) Q (cfs) Hyd. No. 11 --10 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 11 Time(min) Hydrograph Report 49 Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 12 ' East Parking (Middle) Hydrograph type = SCS Runoff Peak discharge = 2.613 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,962 cuft Drainage area = 0.590 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.160 x 68)+(0.430 x 98)]/0.590 ' East Parking (Middle) Q (cfs) Hyd. No. 12--10 Year Q(cfs) 3.00 3.00 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 12 Time(min) ' Hydrograph Report 50 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 13 ' East Entrance Area Hydrograph type = SCS Runoff Peak discharge = 4.814 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 15,713 cuft Drainage area = 1.120 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(0.100 x 61)+(1.020 x 98)]/1.120 ' Q (cfs) East Entrance Area Hyd. No. 13-- 10 Year Q (cfs) 5.00 4.00 4.00 3.00 3.00 2.00 - 2.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 t Hyd No. 13 Time(min) ' Hydrograph Report 51 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,0112/2015 Hyd. No. 14 ' East Parking (South) Hydrograph type = SCS Runoff Peak discharge = 3.825 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 12,486 cuft Drainage area = 0.890 ac Curve number = 95* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.070 x 61)+(0.730 x 98)+(0.090 x 68))/0.890 Q (cfs) East Parking (South) cfs Q Hyd. No. 14-- 10 Year ( ) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 14 Time(min) ' Hydrograph Report 52 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 15 ' East Rear Access Driveway Hydrograph type = SCS Runoff Peak discharge = 0.441 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,326 cuft Drainage area = 0.130 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.050 x 61)+(0.080 x 98)]10.130 ' East Rear Access Driveway Q (cfs) Q(cfs) Hyd. No. 15-- 10 Year ' 0.50 - - - - - - - - -- 0.50 0.45 - _ -- ' - - 0.45 - - - _ 0.40 0.35 - _ - - - - -- - - 0.35 0.30 0.30 ' 0.25 - - -- - - -- - 0.25 - 0.20 0.15 - _ - -- - 0.15 0.10 0.10 0.05 0.05 ' 0.00 - - - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time(min) ' Hydrograph Report 53 ' Hydraflaw Hydrographs Extension for AutoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 16 ' WEST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 1.627 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 6,059 cuft Inflow hyds. = 3, 5 Contrib. drain. area = 0.810 ac ' WEST BERM DRAINAGE Q (cfs) Hyd. No. 16-- 10 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 LL ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 16 Hyd No. 3 Hyd No. 5 ' Hydrograph Report 54 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 17 ' TO THE REACH Hydrograph type = Combine Peak discharge = 2.377 cfs ' Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 9,581 cuft Inflow hyds. = 2, 16 Contrib. drain. area = 0.540 ac ' Q (cfs) TO THE REACH Q (cfs Hyd. No. 17-- 10 Year ) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 17 Hyd No. 2 - Hyd No. 16 ' Hydrograph Report S5 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 18 ' EAST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 1.845 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 6,759 cuft Inflow hyds. = 4, 6 Contrib. drain. area = 0.990 ac ' Q (cfs) EAST BERM DRAINAGE Hyd. No. 18-- 10 Year Q(cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 imp 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 18 Hyd No. 4 - Hyd No. 6 Time(min) Hydrograph Report 56 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk,Inc.A 0 Friday,0112/2015 Hyd. No. 19 EAST FACE IMPERVIOUS DRAINAGE Hydrograph type = Combine Peak discharge = 28.39 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 95,755 cuft Inflow hyds. = 10, 11, 12, 13, 14, 15 Contrib. drain. area = 6.500 ac Q (cfs) EAST FACE IMPERVIOUS DRAINAGE Hyd. No. 19-- 10 Year Q(cfs) ' 30.00 30.00 25.00 25.00 20.00 20.00 ' 15.00 15.00 10.00 10.00 5.00 5.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 19 Hyd No. 10 - Hyd No. 11 Hyd No. 12 Time(min) Hyd No. 13 Hyd No. 14 Hyd No. 15 Hydrograph Report 57 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 20 ' WETLAND MIDIGATION DRAINAGE Hydrograph type = Combine Peak discharge = 32.34 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 114,395 cuft Inflow hyds. = 7, 18, 19 Contrib. drain. area = 2.400 ac ' WETLAND MIDIGATION DRAINAGE Q (cfs) Hyd. No. 20--10 Year Q(cfs) ' 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 _ 10.00 _..... ..........._._.._-....... ' 5.00 5.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) 1 Hyd No. 20 Hyd No. 7 - Hyd No. 18 Hyd No. 19 ' Hydrograph Report 58 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 21 ' REACH TO SW POND Hydrograph type = Reach Peak discharge = 2.356 cfs ' Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 9,579 cuft Inflow hyd. No. = 17 - TO THE REACH Section type = Trapezoidal ' Reach length = 213.5 ft Channel slope = 1.0 % Manning's n = 0.035 Bottom width = 4.0 ft Side slope = 3.0:1 Max. depth = 73.0 ft ' Rating curve x = 1.689 Rating curve m = 1.339 Ave. velocity = 0.00 ft/s Routing coeff. = 0.8184 ' Modified Att-Kin routing method used. ' REACH TO SW POND Q (cfs) Q (cfs) Hyd. No. 21 -- 10 Year 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 Hyd No. 21 Hyd No. 17 Time(min) ' Hydrograph Report 59 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 22 ' COMBINE TO POND Hydrograph type = Combine Peak discharge = 69.70 cfs ' Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 270,014 cuft Inflow hyds. = 1, 8, 9, 20, 21 Contrib. drain. area = 13.210 ac ' Q (cfs) COMBINE TO POND Hyd. No. 22-- 10 Year Q (cfs) 70.00 - - - -_ - - - 70.00 - 60.00 ...._._..... 60.00 50.00 50.00 40.00 40.00 30.00 - 30.00 20.00 - - - -- - -- ' 20.00 ' 10.00 - - 10.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 -- Hyd No. 22 Hyd No. 1 - Hyd No. 8 - Hyd No. 9 Time(min) Hyd No. 20 Hyd No. 21 Hydrograph Report 60 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 31310 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 23 ' SW POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 1.615 cfs ' Storm frequency = 10 yrs Time to peak = 1080 min Time interval = 2 min Hyd. volume = 260,613 cuft Inflow hyd. No. = 22 - COMBINE TO POND Max. Elevation = 70.48 ft ' Reservoir name = SW DETENTION POND Max. Storage = 287,980 cuft Storage Indication method used. Wet pond routing start elevation=67.00 ft. ' Q (cfs) SW POND OVERFLOW Hyd. No. 23-- 10 Year Q (cfs) 70.00 _ - 70.00 60.00 60.00 50.00 50.00 40.00 - -- _ 40.00 30.00 30.00 20.00 20.00 ' 10.00 10.00 ' 0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time(min) 1 - Hyd No. 23 Hyd No. 22 Total storage used=287,980 cuft Pond Report 61 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Pond No.1 - SW DETENTION POND Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=65.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult) 0.00 65.00 29,614 0 0 1.00 66.00 41,604 35,436 35,436 2.00 67.00 53,350 47,351 82,787 ' 3.00 68.00 56,464 54,894 137,681 4.00 69.00 59,634 58,036 195,717 5.00 70.00 62,860 61,234 256,951 6.00 71.00 66,143 64,488 321,439 ' 7.00 72.00 71,865 68,977 390,416 8.00 73.00 77,147 74,483 464,900 Culvert/Orifice Structures Weir Structures ' [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 24.00 6.00 0.00 0.00 Crest Len(ft) = 15.23 0.00 0.00 0.00 Span(in) = 24,00 6,00 0.00 0,00 Crest El.(ft) = 72,70 0,00 0.00 0.00 ' No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 67.00 67.01 0.00 0.00 Weir Type = 1 Length(ft) = 30.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 0.00 0.00 n/a N-Value = .012 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfii.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00 ' Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 8.00 73.00 ' 6.00 71.00 ' 4.00 69.00 2.00 67.00 ' 0.00 65.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Total Q Discharge(cfs) ' Hydrograph Report 62 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 24 ' SE Railroad Ditch Hydrograph type = SCS Runoff Peak discharge = 3.606 cfs ' Storm frequency = 10 yrs Time to peak = 832 min Time interval = 2 min Hyd. volume = 56,782 cuft Drainage area = 11.290 ac Curve number = 64* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_"0.700 x 78)+(3.470 x 68)+(0.210 x 63)+(0.080 x 98)+(6.050 x 61)+(0.740 x 55)]/11.290 ' Q (cfs) SE Railroad Ditch cfs Q Hyd. No. 24-- 10 Year ( ) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 - -- 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 ' - Hyd No. 24 Time(min) ' Hydrograph Report 63 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 25 ' Pond NE Corner Hydrograph type = SCS Runoff Peak discharge = 1.200 cfs ' Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 5,597 cuft Drainage area = 1.010 ac Curve number = 66 ' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Pond NE Corner Q (cfs) Hyd. No. 25-- 10 Year Q (cfs) 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 25 Time(min) ' Hydrograph Report 64 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01!2 12015 Hyd. No. 26 ' Pond NE Corner O.F. Hydrograph type = Reservoir Peak discharge = 1.164 cfs ' Storm frequency = 10 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 5,507 cuft Inflow hyd. No. = 25 - Pond NE Corner Max. Elevation = 80.07 ft ' Reservoir name = Pond NE Corner Max. Storage = 391 cuft Storage Indication method used. ' Pond NE Corner O.F. Q (cfs) Hyd. No. 26-- 10 Year Q(cfs) ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 26 Hyd No. 25 Total storage used= 391 cuft Pond Report 65 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01!2/2015 Pond No. 2- Pond NE Corner Pond Data ' Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=79.90 It Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 79.90 10 0 0 0.10 80.00 2,524 90 90 0.20 80.10 5,809 405 495 ' 0.30 80.20 9,461 756 1,251 0.40 80.30 11,623 1,052 2,303 Culvert/Orifice Structures Weir Structures ' [Al [Bl [C] [PrfRsrl [A] [Bl [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 17.25 14.60 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 80.00 80.20 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Ciplti -- --- Length(It) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No ' Slope(0/0) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) ' 1.00 80.90 0.90 80.80 0.80 80.70 ' 0.70 80.60 0.60 80.50 0.50 80.40 ' 0.40 80.30 0.30 80.20 0.20 80.10 ' 0.10 80.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 79.90 Total Q Discharge(cfs) ' Hydrograph Report ss ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 27 ' C.B. Sullivan East Hydrograph type = SCS Runoff Peak discharge = 0.982 cfs Storm frequency = 10 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 6,536 cuft Drainage area = 0.960 ac Curve number = 71 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 44.50 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 C.B. Sullivan East Q (cfs) Hyd. No. 27--10 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 -- - - 0.80 0.70 0.70 0.60 0.60 ' 0.50 - - 0.50 0.40 0.40 0.30 0.30 0.20 0.20 - - 0.10 0.10 0.00 - - - - _ --_ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 27 Time(min) Hydrograph Report 67 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 28 ' Route 5 & Sullivan C.B. Hydrograph type = SCS Runoff Peak discharge = 0.199 cfs ' Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 1,111 cuft Drainage area = 0.210 ac Curve number = 65 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.30 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Q (cfs) Route 5 & Sullivan C.B.Hyd. No. 28-- 10 Year Q (cfs) ' 0.50 - - __ 0.50 0.45 - - - - -- - - - _ - — --- 0.45 - - -- -- 0.40 0.35 - - --- 0.35 0.30 - - 0.30 - ' 0.25 - - - - 0.25 0.20 0.15 0.15 0.10 - - - 0.10 - ' 0.05 - -_ - 0.05 - - - - 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' — Hyd No. 28 Time(min) 1 ' 68 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total H dro ra h Y 9 P No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 19.34 2 728 74,239 ----- ----- ------ Lot No.1 Future Development Area 2 SCS Runoff 1.206 2 730 4,706 --- ------ ------ West Entrance Area 3 SCS Runoff 0.695 2 730 2,880 ------ ---- ------ West Berm ' 4 SCS Runoff 0.438 2 732 2,133 ----- ----- ------ East Berm 5 SCS Runoff 1.562 2 724 4,896 ---- --- ----- West Front Parking ' 6 SCS Runoff 2.083 2 724 6,528 ---- --- ------ East Front Parking 7 SCS Runoff 4.094 2 730 16,482 ---- ---- --- Wetland Mitigation Swale ' 8 SCS Runoff 12.14 2 728 46,529 =_---- ___-_ _=Y== Dentention Pond 9 SCS Runoff 17.39 2 724 59,994 West Roof Half 10 SCS Runoff 17.39 2 724 59,994 ------ ------ ----- East Roof Half ' 11 SCS Runoff 2.180 2 724 7,522 ------ ---- ------ East Parking(North) 12 SCS Runoff 3.063 2 724 10,566 ----- ------ --- East Parking(Middle) 13 SCS Runoff 5.683 2 724 18,734 ----- ------ ------ East Entrance Area 14 SCS Runoff 4.516 2 724 14,887 ------ ----- ------ East Parking(South) ' 15 SCS Runoff 0.545 2 724 1,651 ------ ---- ---- East Rear Access Driveway 16 Combine 2.083 2 724 7,776 3,5, -- ----- WEST BERM DRAINAGE ' 17 Combine 3.136 2 726 12,482 2,16 =__--- __ TO THE REACH 18 Combine 2.359 2 724 8,662 4,6, EAST BERM DRAINAGE 19 Combine 33.38 2 724 113,354 10,11,12, ----- ------ EAST FACE IMPERVIOUS DRAINA ' 13,14,15, — —- 20 Combine 38.89 2 724 138,497 7,18,19 WETLAND MIDIGATION DRAINAGE 21 Reach 3.113 2 728 12,480 17 ------ ------ REACH TO SW POND 22 Combine 85.20 2 724 331,740 1,8,9, ----- ----- COMBINE TO POND 20,21 23 Reservoir 1.804 2 1116 319,459 22 71.25 338,987 SW POND OVERFLOW 24 SCS Runoff 5.155 2 830 78,235 ------ ------ ------ SE Railroad Ditch 25 SCS Runoff 1.676 2 734 7,613 ----- ------ ------ Pond NE Corner 26 Reservoir 1.630 2 738 7,523 25 80.09 467 Pond NE Comer O.F. 27 SCS Runoff 1.317 2 752 8,639 ------ ------ ----- C.B.Sullivan East 28 SCS Runoff 0.280 2 742 1,521 ---- ---- ------ Route 5&Sullivan C.B. ' 3496-Proposed 2.gpw Return Period: 25 Year Friday, 01 /2/2015 ' Hydrograph Report 69 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 1 ' Lot No.1 Future Development Area Hydrograph type = SCS Runoff Peak discharge = 19.34 cfs ' Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 74,239 cuft Drainage area = 5.780 ac Curve number = 81* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.150x39)+(2.430 x 61)+(3.200 x 98)]/5.780 ' Lot No.1 Future Development Area Q (cfs) Hyd. No. 1 --25 Year Q (cfs) ' 21.00 21.00 ' 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 ' 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 1 Time(min) ' Hydrograph Report 70 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 2 ' West Entrance Area Hydrograph type = SCS Runoff Peak discharge = 1.206 cfs ' Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 4,706 cuft Drainage area = 0.540 ac Curve number = 69* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.270 x 39)+(0.110 x 61)+(0.160 x 98)110.540 ' West Entrance Area Q (cfs) Hyd. No. 2--25 Year Q(cfs) 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 2 Time(min) ' Hydrograph Report 71 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 3 ' West Berm Hydrograph type = SCS Runoff Peak discharge = 0.695 cfs ' Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,880 cult Drainage area = 0.480 ac Curve number = 60* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min ' Total precip. = 5.50 in Distribution = Type III Yp Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.030 x 39)+(0.450 x 61)]10.480 ' Q (cfs) West Berm Q (cfs Hyd. No. 3--25 Year ) - 1.00 ' 0.900.90 0.80 - - 0.80 0.70 - - - 0.70 ' 0.60 -_ - 0.60 ' 0.50 0.50 0.40 - _ _ ' - _ 0.40 - 0.30 -- 0.30 - -_ -_ - 0.20 0.20 _ 0.10 - - - 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time(min) ' Hydrograph Report 72 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 4 ' East Berm Hydrograph type = SCS Runoff Peak discharge = 0.438 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 2,133 cuft Drainage area = 0.550 ac Curve number = 52* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.230 x 39)+(0.320 x 61)j!0.550 ' East Berm Q (cfs) Hyd. No.4--25 Year Q (cfs) ' 0.50 - - _ - 0.50 0.45 _ - -- - ' _ 0.45 0.40 - - - 0.40 0.35 _ - - -- -- 0.35 ' 0.30 0.30 - - 0.25 0.25 0.20 - - - - 0.20 0.15 -_ - - 0.15 0.10 0.10 0.05 0.05 ' 0.00 - - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) ' Hydrograph Report 73 ' Hydraflow Hydrographs Ddension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 5 tWest Front Parking Hydrograph type = SCS Runoff Peak discharge = 1.562 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 4,896 cuft Drainage area = 0.330 ac Curve number = 90* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.040 x 39)+(0.010 x 61)+(0.280 x 98)1/0.330 West Front Parking Q (cfs) Hyd. No. 5--25 Year Q (cfs) e2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 5 Time(min) Hydrograph Report 74 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 6 East Front Parking Hydrograph type = SCS Runoff Peak discharge = 2.083 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 6,528 cuft Drainage area = 0.440 ac Curve number = 90* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.050 x 39)+(0.010 x 61)+(0.380 x 98)]!0.440 Q (cfs) East Front Parking Q (cfs Hyd. No.6--25 Year ) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 6 Time(min) ' 75 Hydrograph Report . ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 7 ' Wetland Mitigation Swale Hydrograph type = SCS Runoff Peak discharge = 4.094 cfs ' Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 16,482 cuft Drainage area = 2.400 ac Curve number = 63* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.770 x 68)+(1.630 x 61)]/2.400 ' Q (cfs) Wetland Mitigation Swale Hyd. No. 7--25 Year Q (cfs) 5.00 4.00 4.00 3.00 3.00 2,00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 7 Time(min) ' Hydrograph Report 76 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 8 Dentention Pond Hydrograph type = SCS Runoff Peak discharge = 12.14 cfs ' Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 46,529 cuft Drainage area = 4.080 ac Curve number = 77* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' `Composite(Area/CN)_[(0.060 x 39)+(1.820 x 61)+(0.500 x 68)+(1.700 x 98))/4.080 ' Dentention Pond Q (cfs) Hyd. No. 8--25 Year Q(cfs) 14.00 14.00 ' 12.00 12.00 ' 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) ' Hydrograph Report 77 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc,A 0 Friday,01/212015 Hyd. No. 9 ' West Roof Half Hydrograph type = SCS Runoff Peak discharge = 17.39 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 59,994 cuft Drainage area = 3.350 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(3.350 x 98)]!3.350 West Roof Half Q (cfs) Hyd. No. 9--25 Year Q(cfs) 18.00 18.00 15.00 15.00 12.00 12.00 ' 9.00 9.00 6.00 6.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 9 Time(min) ' Hydrograph Report 78 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 10 ' East Roof Half Hydrograph type = SCS Runoff Peak discharge = 17.39 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 59,994 cuft Drainage area = 3.350 ac Curve number = 98 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' East Roof Half Q (cfs) Hyd. No. 10--25 Year Q (cfs) ' 18.00 18.00 15.00 15.00 12.00 12.00 ' 9.00 9.00 6.00 6.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 10 Time(min) ' Hydrograph Report 79 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3139)2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 11 fEast Parking (North) Hydrograph type = SCS Runoff Peak discharge = 2.180 cfs 1 Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 7,522 cuft Drainage area = 0.420 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.040 x 68)+(0.380 x 98)]/0.420 ' East Parking (North) Q (cfs) Hyd. No. 11 --25 Year Q (cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 11 Time(min) ' Hydrograph Report 80 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 12 ' East Parking (Middle) Hydrograph type = SCS Runoff Peak discharge = 3.063 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 10,566 cuft Drainage area = 0.590 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.160 x 68)+(0.430 x 98)]/0.590 ' Q (cfs) East Parking (Middle)Hyd. No. 12 --25 Year Q (cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 12 Time(min) Hydrograph Report 81 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 13 ' East Entrance Area Hydrograph type = SCS Runoff Peak discharge = 5.683 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 18,734 cuft Drainage area = 1.120 ac Curve number = 95* ' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.100 x 61)+(1.020 x 98)]/1.120 ' East Entrance Area Q (cfs) Hyd. No. 13--25 Year Q(cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 13 Time(min) ' Hydrograph Report 82 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 14 ' East Parking (South) Hydrograph type = SCS Runoff Peak discharge = 4.516 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 14,887 cuft Drainage area = 0.890 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.070 x 61)+(0.730 x 98)+(0.090 x 68)110.890 ' Q(cfs) East Parking (South) cfs Hyd. No. 14--25 Year Q ( ) 5.00 4.00 4.00 3.00 3.00 2,00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 14 Time(min) Hydrograph Report 83 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 15 ' East Rear Access Driveway Hydrograph type = SCS Runoff Peak discharge = 0.545 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,651 cuft Drainage area = 0.130 ac Curve number = 84* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(0.050 x 61)+(0.080 x 98)]10.130 ' East Rear Access Driveway Q (cfs) Hyd. No. 15--25 Year Q (cfs) 1 "'00.90 0.80 - - - - - 0.80 0.70 0.70 ' 0.60 - _ 0.60 ' 0.50 - - - 0.50 0.40 - - - - 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 _ -- - 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 15 Time(min) Hydrograph Report 84 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 16 ' WEST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 2.083 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 7,776 cuft Inflow hyds. = 3, 5 Contrib. drain. area = 0.810 ac ' WEST BERM DRAINAGE Q(cfs) Hyd. No. 16--25 Year Q(cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' - Hyd No. 16 Hyd No. 3 Hyd No. 5 Hydrograph Report 85 Hydraflow Hydrographs Extension for AutoCAD@ Civil 3139)2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 17 TO THE REACH Hydrograph type = Combine Peak discharge = 3.136 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 12,482 cuft Inflow hyds. = 2, 16 Contrib. drain. area = 0.540 ac ' TO THE REACH Q (cfs) Hyd. No. 17--25 Year Q (cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 17 Hyd No. 2 - Hyd No. 16 Time(min) 1 Hydrograph Report 86 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,0112/2015 Hyd. No. 18 EAST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 2.359 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,662 cuft Inflow hyds. = 4, 6 Contrib. drain. area = 0.990 ac ' Q (cfs) EAST BERM DRAINAGE cfs Q Hyd. No. 18--25 Year ( ) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 18 Hyd No. 4 - Hyd No. 6 Hydrograph Report 87 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 19 EAST FACE IMPERVIOUS DRAINAGE Hydrograph type = Combine Peak discharge = 33.38 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 113,354 cuft Inflow hyds. = 10, 11, 12, 13, 14, 15 Contrib. drain. area = 6.500 ac ' Q (cfs) EAST FACE IMPERVIOUS DRAINAGE cfs Hyd. No. 19--25 Year Q ( ) ' 35.00 35.00 - 30.00 - _- - - - -- 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 -- - - -- -- ' a00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 19 Hyd No. 10 - Hyd No. 11 - Hyd No. 12 Time(min) Hyd No. 13 Hyd No. 14 Hyd No. 15 Hydrograph Report 88 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.00 Friday,01/2/2015 Hyd. No. 20 WETLAND MIDIGATION DRAINAGE Hydrograph type = Combine Peak discharge = 38.89 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 138,497 cuft Inflow hyds. = 7, 18, 19 Contrib. drain. area = 2.400 ac ' Q (cfs) WETLAND MIDIGATION DRAINAGE Hyd. No. 20--25 Year Q(cfs) 40.00 40.00 30.00 30.00 ' 20.00 20.00 ' 10.00 10.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 20 Hyd No. 7 - Hyd No. 18 Hyd No. 19 ' Hydrograph Report 89 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 21 ' REACH TO SW POND Hydrograph type = Reach Peak discharge = 3.113 cfs ' Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 12,480 cuft Inflow hyd. No. = 17 - TO THE REACH Section type = Trapezoidal ' Reach length = 213.5 ft Channel slope = 1.0 % Manning's In = 0.035 Bottom width = 4.0 ft Side slope = 3.0:1 Max. depth = 73.0 ft ' Rating curve x = 1.689 Rating curve m = 1.339 Ave. velocity = 0.00 ft/s Routing coeff. = 0.8525 ' Modified Aft-Kin routing method used. ' REACH TO SW POND Q (cfs) Hyd. No. 21 --25 Year Q (cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 21 Hyd No. 17 Time(min) ' Hydrograph Report 90 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 22 COMBINE TO POND Hydrograph type = Combine Peak discharge = 85.20 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 331,740 cuft Inflow hyds. = 1, 8, 9, 20, 21 Contrib. drain. area = 13.210 ac ' COMBINE TO POND Q (cfs) Hyd. No. 22 --25 Year Q (cfs) ' 90.00 90.00 - - - ' 7F- 80.00 - - - - 80.00 70.00 70.00 60.00 - - -- ------ 60.00 50.00 - - - - -- - __ -- -_ 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 - 10.00 0.00 - - 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Hyd No. 1 Hyd No. 8 - Hyd No. 9 Time(min) Hyd No. 20 Hyd No. 21 ' 91 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 23 SW POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 1.804 cfs ' Storm frequency = 25 yrs Time to peak = 1116 min Time interval = 2 min Hyd. volume = 319,459 cuft Inflow hyd. No. = 22 - COMBINE TO POND Max. Elevation = 71.25 ft Reservoir name = SW DETENTION POND Max. Storage = 338,987 cuft Storage Indication method used. Wet pond routing start elevation=67.00 ft. t ' Q (cfs) SW POND OVERFLOW Hyd. No. 23--25 Year Q(cfs) ' 90.00 90.00 ' 80.00 - -_ 80.00 70.00 - - ' 70.00 60.00 60.00 50.00 - - 50.00 t 40.00 40.00 30.00 30.00 20.00 20.00 - 10.00 - ' 10.00 0.00 - 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time(min) Hyd No. 23 Hyd No. 22 � Total storage used= 338,987 cuft ' Hydrograph Report 92 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 24 ' SE Railroad Ditch Hydrograph type = SCS Runoff Peak discharge = 5.155 cfs ' Storm frequency = 25 yrs Time to peak = 830 min Time interval = 2 min Hyd. volume = 78,235 cult Drainage area = 11.290 ac Curve number = 64* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.700 x 78)+(3.470 x 68)+(0.210 x 63)+(0.080 x 98)+(6.050 x 61)+(0.740 x 55)]/11.290 ' Q (cfs) SE Railroad Ditch cfs Hyd. No. 24--25 Year Q ( ) ' 6.00 6.00 5.00 5.00 4.00 ' _ - 4.00 - ' 3.00 - 3.00 2.00 - 2.00 1.00 1.00 ' 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 ' Hyd No. 24 Time(min) Hydrograph Report 93 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 25 ' Pond NE Corner Hydrograph type = SCS Runoff Peak discharge = 1.676 cfs ' Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 7,613 cuft Drainage area = 1.010 ac Curve number = 66 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' Q (cfs) Pond NE Corner Hyd. No. 25--25 Year Q(cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 25 Time(min) ' Hydrograph Report 94 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 26 ' Pond NE Corner O.F. Hydrograph type = Reservoir Peak discharge = 1.630 cfs ' Storm frequency = 25 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 7,523 cuft Inflow hyd. No. = 25 - Pond NE Corner Max. Elevation = 80.09 ft ' Reservoir name = Pond NE Corner Max. Storage = 467 cuft Storage indication method used. ' Q (cfs) Pond NE Corner O.F. cfs Hyd. No. 26--25 Year Q( ) 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 26 Hyd No. 25 Total storage used=467 cuft Hydrograph Report 95 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01!2/2015 Hyd. No. 27 C.B. Sullivan East Hydrograph type = SCS Runoff Peak discharge = 1.317 cfs ' Storm frequency = 25 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 8,639 cuft Drainage area = 0.960 ac Curve number = 71 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 44.50 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' Q (cfs) C.B. Sullivan East Hyd. No. 27--25 Year Q(cfs) 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 27 Time(min) ' Hydrograph Report 96 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 28 ' Route 5 & Sullivan C.B. Hydrograph type = SCS Runoff Peak discharge = 0.280 cfs ' Storm frequency = 25 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 1,521 cuft Drainage area = 0.210 ac Curve number = 65 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.30 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' Q (cfs) Route 5 & Sullivan C.B. cfs Hyd. No. 28--25 Year Q( ) ' 0.50 - - 0.50 0,45 0.45 0.40 - - -- 0.40 0.35 _ 0.35 0.30 - - - _ - _ 0.30 ' 0.25 --- 0.25 ' 20 0.20 _ _ _ - 0.15 0.10 0.10 ' 0.05 0.05 ' 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 28 Time(min) 97 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total H dro Y 9raPh No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 26.37 2 728 101,956 ---- ------ ---- Lot No.1 Future Development Area ' 2 SCS Runoff 1.801 2 728 6,938 ------ ------ --- West Entrance Area 3 SCS Runoff 1.148 2 730 4,552 ------ ---- ----- West Berm ' 4 SCS Runoff 0.861 2 730 3,681 ------ ------ ------ East Berm 5 SCS Runoff 2.019 2 724 6,430 ----- ----- ----- West Front Parking ' 6 SCS Runoff 2.692 2 724 8,573 ----- ----- ------ East Front Parking 7 SCS Runoff 6.487 2 730 25,392 ----- --- ----- Wetland Mitigation Swale ' 8 SCS Runoff 17.02 2 728 65,309 ---- ----- --_- Dentention Pond 9 SCS Runoff 21.85 2 724 75,938 ------ ------ ---- West Roof Half 10 SCS Runoff 21.85 2 724 75,938 ----- ------ ------ East Roof Half ' 11 SCS Runoff 2.740 2 724 9,521 ----- ----- ------ East Parking(North) 12 SCS Runoff 3.849 2 724 13,374 ------ ----- ----- East Parking(Middle) ' 13 SCS Runoff 7.195 2 724 24,036 ------ --- ------ East Entrance Area 14 SCS Runoff 5.718 2 724 19,100 ----- ----- ----- East Parking(South) ' 15 SCS Runoff 0.727 2 724 2,232 ------ ------ ----- East Rear Access Driveway 16 Combine 2.921 2 724 10,981 3,5, ----- ---- WEST BERM DRAINAGE 17 Combine 4,545 2 726 17,919 2,16 ==A=- TO THE REACH 18 Combine 3.316 2 724 12,254 4,6, EAST BERM DRAINAGE 19 Combine 42.08 2 724 144,202 10,11,12, ----- ---- EAST FACE IMPERVIOUS DRAINA 13,14,15, — ____ 20 Combine 50.59 2 724 181,848 7,18,19 WETLAND MIDIGATION DRAINAGE 21 Reach 4.524 2 728 17,917 17 ------ --- REACH TO SW POND ' 22 Combine 112.87 2 724 442,969 1,8,9, ------ ----- COMBINE TO POND 20,21 23 Reservoir 2.092 2 1182 420,263 22 72.57 433,239 SW POND OVERFLOW ' 24 SCS Runoff 8.159 2 826 119,576 Y=-- ____- SE Railroad Ditch 25 SCS Runoff 2.575 2 734 11,461 Pond NE Corner 26 Reservoir 2.443 2 738 11,371 25 80.12 660 Pond NE Corner O.F. ' 27 SCS Runoff 1.935 2 752 12,569 ----- ------ C.B.Sullivan East 28 SCS Runoff 0.435 2 742 2,306 ----- ------ ----- Route 5&Sullivan C.B. ' 3496-Proposed 2.gpw Return Period: 100 Year Friday, 01 /2/2015 Hydrograph Report 98 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 1 Lot No.1 Future Development Area Hydrograph type = SCS Runoff Peak discharge = 26.37 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 101,956 cuft Drainage area = 5.780 ac Curve number = 81* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.150 x 39)+(2.430 x 61)+(3.200 x 98)]/5.780 ' Lot No.1 Future Development Area Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) ' 28.00 - 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 - 12.00 8.00 8.00 4.00 -- - - - 4.00 ' 0.00 - -- - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 1 Time(min) Hydrograph Report 99 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,0112/2015 Hyd. No. 2 West Entrance Area Hydrograph type = SCS Runoff Peak discharge = 1.801 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 6,938 cuft Drainage area = 0.540 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.270 x 39)+(0.110 x 61)+(0.160 x 98)]/0.540 ' West Entrance Area Q(cfs) Hyd. No. 2 -- 100 Year Q (cfs) ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 - Hyd No. 2 Time(min) Hydrograph Report 100 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DQ 2013 by Autodesk,Inc.00 Friday,0112!2015 Hyd. No. 3 West Berm Hydrograph type = SCS Runoff Peak discharge = 1.148 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 4,552 cult Drainage area = 0.480 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.030 x 39)+(0.450 x 61)]!0.480 Q (cfs) West Berm Hyd. No. 3-- 100 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 3 Time(min) Hydrograph Report 101 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 4 ' East Berm Hydrograph type = SCS Runoff Peak discharge = 0.861 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 3,681 cuft Drainage area = 0.550 ac Curve number = 52* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.230 x 39)+(0.320 x 61)]/0.550 Q (cfs) East Berm Hyd. No.4-- 100 Year Q (cfs) ' 1.00 - 1.00 - - ' - 0.90 - - - 0.80 -- -- _ 0.80 0.70 - _ - - 0.70 0.60 _ - 0.60 0.50 - -- -- 0.50 ' 40 0.40 - 0.30 0.20 0.20 - - 0.10 ' 0.00 -_ - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 4 Time(min) Hydrograph Report 102 ' Hydraflow Hydrographs Extension for AutoCAD®Civi13D®2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 5 ' West Front Parking Hydrograph type = SCS Runoff Peak discharge = 2.019 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 6,430 cuft Drainage area = 0.330 ac Curve number = 90* 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(0.040 x 39)+(0.010 x 61)+(0.280 x 98)]/0.330 ' Q (cfs) West Front Parking cfs Hyd. No. 5-- 100 Year Q ( ) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 5 Time(min) Hydrograph Report 103 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 6 ' East Front Parking Hydrograph type = SCS Runoff Peak discharge = 2.692 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,573 cuft Drainage area = 0.440 ac Curve number = 90* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.050 x 39)+(0.010 x 61)+(0.380 x 98)]/0.440 ' Q (cfs) East Front Parking Hyd. No. 6-- 100 Year Q (cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' - Hyd No. 6 Time(min) Hydrograph Report 104 ' Hydraflow Hydrographs Extension for AUtoCADO Civil 3D®2013 by AUtodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 7 ' Wetland Mitigation Swale Hydrograph type = SCS Runoff Peak discharge = 6.487 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 25,392 cuft Drainage area = 2.400 ac Curve number = 63* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.770 x 68)+(1.630 x 61)]/2.400 ' Wetland Mitigation Swale Q (cfs) Hyd. No. 7-- 100 Year Q(cfs) ' 7.00 - 7.00 ..__..........__...... 6.00 6.00 5.00 5.00 4.00 - - - -- -- - - 4.00 3.00 - -_ 3.00 2.00 - 1 - - - - 2.00 1.00 - __ 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 7 Time(min) ' Hydrograph Report 105 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 8 Dentention Pond Hydrograph type = SCS Runoff Peak discharge = 17.02 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 65,309 cuft Drainage area = 4.080 ac Curve number = 77* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.060 x 39)+(1.820 x 61)+(0.500 x 68)+(1.700 x 98)]/4.080 Q(cfs) Dentention Pond Hyd. No. 8-- 100 Year Q (cfs) ' 18.00 18.00 15.00 15.00 12.00 12.00 ' 9.00 - 9.00 6.00 6.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) Hydrograph Report 106 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 9 ' West Roof Half Hydrograph type = SCS Runoff Peak discharge = 21.85 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 75,938 cuft Drainage area = 3.350 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.350 x 98)]/3.350 Q (cfs) West Roof Half Hyd. No. 9-- 100 Year Q (cfs) ' 24.00 - - 24.00 20.00 20.00 16.00 16.00 ' 12.00 - 12.00 8.00 8.00 4.00 4.00 ' 0.00 - — -- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 9 Time(min) Hydrograph Report 107 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 10 ' East Roof Half Hydrograph type = SCS Runoff Peak discharge = 21.85 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 75,938 cuft Drainage area = 3.350 ac Curve number = 98 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' East Roof Half Q(cfs) Hyd. No. 10-- 100 Year Q(cfs) ' 24.00 - 24.00 20.00 20.00 16.00 16.00 ' 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 10 Time(min) ' Hydrograph Report 108 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 11 ' East Parking (North) Hydrograph type = SCS Runoff Peak discharge = 2.740 cfs 1 Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 9,521 cuft Drainage area = 0.420 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' 'Composite(Area/CN)_[(0.040 x 68)+(0.380 x 98)]/0.420 ' Q (cfs) East Parking (North)Hyd. No. 11 -- 100 Year Q(cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 11 Time(min) ' Hydrograph Report 109 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 12 ' East Parking (Middle) Hydrograph type = SCS Runoff Peak discharge = 3.849 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 13,374 cuft Drainage area = 0.590 ac Curve number = 98* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.160 x 68)+(0.430 x 98))/0.590 ' East Parking (Middle) Q (cfs) Hyd. No. 12-- 100 Year Q(cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 12 Time(min) ' Hydrograph Report 110 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D8 2013 by Autodesk,Inc.A 0 Friday,01/2/2015 Hyd. No. 13 ' East Entrance Area Hydrograph type = SCS Runoff Peak discharge = 7.195 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 24,036 cuft Drainage area = 1.120 ac Curve number = 95* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.100 x 61)+(1.020 x 98)]/1.120 East Entrance Area Q(cfs) Hyd. No. 13-- 100 Year Q (cfs) ' 8.00 8.00 ' 6.00 6.00 ' 4.00 4.00 ' 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 13 Time(min) ' 111 Hydrograph Report ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 14 ' East Parking (South) Hydrograph type = SCS Runoff Peak discharge = 5.718 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 19,100 cuft Drainage area = 0.890 ac Curve number = 95* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type Ill ' Storm duration = 24 hrs Shape factor = 484 ' `Composite(Area/CN)_[(0.070 x 61)+(0.730 x 98)+(0.090 x 68)]/0.890 ' East Parking (South) Q (cfs) Hyd. No. 14-- 100 Year Q (cfs) ' 6.00 - 6.00 5.00 5.00 4.00 4.00 ' 3.00 3.00 2.00 2.00 1.00 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 14 Time(min) 1 Hydrograph Report 112 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 15 East Rear Access Driveway Hydrograph type = SCS Runoff Peak discharge = 0.727 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,232 cuft Drainage area = 0.130 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.90 in Distribution = Type Jll ' Storm duration = 24 hrs Shape factor = 484 ' «Composite(Area/CN)_[(0.050 x 61)+(0.080 x 98)]10.130 ' East Rear Access Driveway Q(cfs) Hyd. No. 15-- 100 Year Q (cfs) 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 - - _ 0:50 0.50 ' 0.40 - 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 __ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 15 Time(min) Hydrograph Report 113 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Friday,0112/2015 Hyd. No. 16 ' WEST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 2.921 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 10,981 cuft Inflow hyds. = 3, 5 Contrib. drain. area = 0.810 ac WEST BERM DRAINAGE Q (cfs) Hyd. No. 16-- 100 Year Q (cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 16 Hyd No. 3 - Hyd No. 5 Time(min) 1 ' H 114 ydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 17 ' TO THE REACH Hydrograph type = Combine Peak discharge = 4.545 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 17,919 cuft Inflow hyds. = 2, 16 Contrib. drain. area = 0.540 ac TO THE REACH Q (cfs) Hyd. No. 17-- 100 Year Q (cfs) 5:00 5.00 4.00 4.00 3.00 3.00 ' 2.00 2.00 1.00 1.00 ' 0.00 IL 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 17 Hyd No. 2 - Hyd No. 16 ' H r 115 y� ograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 18 ' EAST BERM DRAINAGE Hydrograph type = Combine Peak discharge = 3.316 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 12,254 cuft Inflow hyds. = 4, 6 Contrib. drain. area = 0.990 ac ' EAST BERM DRAINAGE Q (cfs) Hyd. No. 18-- 100 Year Q (cfs) ' 4.00 4.00 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 18 Hyd No. 4 Hyd No. 6 Hydrograph Report 116 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 19 ' EAST FACE IMPERVIOUS DRAINAGE Hydrograph type = Combine Peak discharge = 42.08 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 144,202 cuft Inflow hyds. = 10, 11, 12, 13, 14, 15 Contrib. drain. area = 6.500 ac ' EAST FACE IMPERVIOUS DRAINAGE Q (cfs) Hyd. No. 19-- 100 Year Q (cfs) ' 50.00 - - 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 -Hyd No. 19 Hyd No. 10 - Hyd No. 11 - Hyd No. 12 Time(min) Hyd No. 13 Hyd No. 14 Hyd No. 15 Hydrograph Report 117 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2 12015 Hyd. No. 20 ' WETLAND MIDIGATION DRAINAGE Hydrograph type = Combine Peak discharge = 50.59 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 181,848 cuft Inflow hyds. = 7, 18, 19 Contrib. drain. area = 2.400 ac 1 ' Q(cfs) WETLAND MIDIGATION DRAINAGE Hyd. No. 20-- 100 Year Q(cfs) ' 60.00 - 60.00 50.00 50.00 40.00 40.00 ...._.__... ._._._..... ' 30.00 - _ - -- - - - - 30.00 20.00 20.00 10.00 - - - 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 20 Hyd No. 7 - Hyd No. 18 - Hyd No. 19 ' Hydrograph Report 118 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2016 Hyd. No. 21 ' REACH TO SW POND Hydrograph type = Reach Peak discharge = 4.524 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 17,917 cuft Inflow hyd: No. = 17 - TO THE REACH Section type = Trapezoidal 1 Reach length = 213.5 ft Channel slope = 1.0 % Manning's n = 0.035 Bottom width = 4.0 ft Side slope = 3.0:1 Max. depth = 73.0 ft Rating curve x = 1.689 Rating curve m = 1.339 Ave. velocity = 0.00 ft/s Routing coeff. = 0.8987 ' Modified Att-Kin routing method used. REACH TO SW POND Q(cfs) Hyd. No. 21 -- 100 Year Q(cfs) ' 5.00 5.00 4.00 4.00 3.00 2,00 2.00 - - 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 21 Hyd No. 17 Time(min) ' Hydrograph Report 119 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 22 ' COMBINE TO POND Hydrograph type = Combine Peak discharge = 112.87 cfs ' Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 442,969 cuft Inflow hyds. = 1, 8, 9, 20, 21 Contrib. drain. area = 13.210 ac ' Q (cfs) COMBINE TO POND Q (cfs Hyd. No. 22-- 100 Year ) ' 120.00 120.00 100.00 - 100.00 80.00 _ - - - ' - - 80.00 - -... . .._._............ . ' 60.00 - 60.00 40.00 40.00 20.00 - 20.00 0.00 JL I L 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 22 Hyd No. 1 - Hyd No. 8 Hyd No. 9 Time(min) Hyd No. 20 Hyd No. 21 Hydrograph Report 120 ' Hydraflow Hydrographs Extension for AUtoCADO Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 23 ' SW POND OVERFLOW Hydrograph type = Reservoir Peak discharge = 2.092 cfs ' Storm frequency = 100 yrs Time to peak = 1182 min Time interval = 2 min Hyd. volume = 420,263 cuft Inflow hyd. No. = 22 - COMBINE TO POND Max. Elevation = 72.57 ft ' Reservoir name = SW DETENTION POND Max. Storage = 433,239 cuft Storage Indication method used. Wet pond routing start elevation=67.00 ft. ' SW POND OVERFLOW Q (cfs) Hyd. No. 23-- 100 Year Q(cfs) ' 120.00 - - -- - - _. 120.00 100.00 100.00 80.00 - 80.00 ......__..._. ... - ' 60.00 - 60.00 40.00 40.00 20.00 - - _ 20.00 ' 0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time(min) ' Hyd No. 23 Hyd No. 22 Total storage used= 433,239 cuft ' Hydrograph Report 121 ' Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2013 by Autodesk,Inc.00 Friday,0112/2015 Hyd. No. 24 SE Railroad Ditch Hydrograph type = SCS Runoff Peak discharge = 8.159 cfs ' Storm frequency = 100 yrs Time to peak = 826 min Time interval = 2 min Hyd. volume = 119,576 cuft Drainage area = 11.290 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 158.60 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' "Composite(Area/CN)_[(0.700 x 78)+(3.470 x 68)+(0.210 x 63)+(0.080 x 98)+(6.050 x 61)+(0.740 x 55)]/11.290 ' Q (cfs) SE Railroad Ditch cfs Hyd. No. 24-- 100 Year Q ( ) ' 10.00 10.00 8.00 8.00 ' 6.00 6.00 ' 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 ' Hyd No. 24 Time(min) ' Hydrograph Report 122 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,01/2/2015 Hyd. No. 25 ' Pond NE Corner Hydrograph type = SCS Runoff Peak discharge = 2.575 cfs ' Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 11,461 cuft Drainage area = 1.010 ac Curve number = 66 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.30 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' Q (cfs) Pond NE Corner cfs Hyd. No. 25-- 100 Year Q ( ) ' 3.00 3:00 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 25 Time(min) ' Hydrograph Report 123 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 26 ' Pond NE Corner O.F. Hydrograph type = Reservoir Peak discharge = 2.443 cfs ' Storm frequency = 100 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 11,371 cuft Inflow hyd. No. = 25 - Pond NE Corner Max. Elevation = 80.12 ft ' Reservoir name = Pond NE Corner Max. Storage = 660 cuft Storage Indication method used. Q (cfs) Pond NE Corner O.F. cfs Q Hyd. No. 26-- 100 Year ( ) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) ' Hyd No. 26 Hyd No. 25 H= Total storage used=660 cuft ' Hydrograph Report 124 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/2/2015 Hyd. No. 27 ' C.B. Sullivan East Hydrograph type = SCS Runoff Peak discharge = 1.935 cfs ' Storm frequency = 100 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 12,569 cuft Drainage area = 0.960 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 44.50 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' C.B. Sullivan East Q (cfs) Hyd. No. 27-- 100 Year Q(cfs) 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 27 Time(min) ' Hydrograph Report 125 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2013 by Autodesk,Inc.v10 Friday,01/2!2015 Hyd. No. 28 Route 5 & Sullivan C.B. Hydrograph type = SCS Runoff Peak discharge = 0.435 cfs ' Storm frequency = 100 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 2,306 cuft Drainage area = 0.210 ac Curve number = 65 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.30 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' Route 5 & Sullivan C.B. Q (cfs) Hyd. No. 28-- 100 Year Q(cfs) t0.50 0.50 0.45 _ - 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 -_ - 0.25 0.20 0.20 - 0.15 0.15 0.10 0.10 0.05 0.05 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 28 Time(min) 1 APPENDIX C ' Design Criteria 1 9 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Wateisheds Table 2-2a Runoff curve numbers for urban areas 1/ Curve numbers for --------- ----- --- Cover description --------------------------- ----_hydrologic soil group--------- Average percent Cover type and hydrologic condition impervious area?j A B C D ' Fully developed urban areas(vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)31: Poor condition(grass cover<50°/4.......................................... 68 79 86 89 Fair condition(grass cover 500/6to 7504 49 69 79 84 __. . . .....: 01 R, fit; Impervious areas. „. ';' ' (excluding right-of-way)............................................................. Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) ................................................................................ 98 98 98 98 ' Paved,open ditches(including right-of-way) 83 89 92 93 Dirt(including right f way).. Western desert urban areas: ' Natural desert landscaping(pervious arras only)S..................... 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch andbasin borders)...................................................................... 96 96 96 96 ' Urban districts: Commercialand business................................................................. 85 89 92 94 95 Industrial............................................................................................. 72 81 88 91 93 Residential districts by average lot size: ' 1/8 acre or less(town houses).......................................................... 65 77 85 90 92 1/4 acre................................................................................................ 38 61 75 83 87 1/3 acre................................................................................................ 30 57 72 81 86 1/2 acre................................................................................................ 25 54 70 80 85 1 acre................................................................................................... 20 51 68 79 84 2 acres.................................................................................................. 12 46 65 77 82 Developing urban arms ' Newly graded areas (pervious arms only,no vegetation)Y._...................................................... 77 86 91 94 Idle lands(CN s are determined using cover types similar to those in table 2-2c). r Average runoff condition,and L=0.2S. 2 The average percent impervious area shown was used to develop the composite CN s.Other assumptions are as follows:impervious areas are ' directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN s for other combinations of conditions may be computed mi g figure 2-3 or 2-4. 3 CN s shown are equivalent to those of pasture.Composite CN s may be computed for other combinations of open space cover type. ' 4 Composite CN s for natural desert landscaping should be computed using figures M or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN s are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN s to use for the design of temporary measures during grading and construction should be computed using figure 2.3 or 2-4 based on the degree of development(impervious area percentage)and the CN s for the newly graded pervious areas. ' (210-VI TR-55,Second Ed.,,hire 1986) 2-5 ' Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2b Runoff curve numbers for cultivated agricultural lands i✓ Curve numbers for -___-------------____-- Cover description ------------- hydrologic soil group -------- Hydrologic Cover type Treatment?/ condition Y A B C D Fallow Bare soil — 77 86 91 94 ' Crop residue cover(CR) Poor 76 85 90 93 Good 74 83 88 90 Poor 72 81 88 91 ' SR+CR Poor 71 80 87 90 Good 75 82 85 Contoured(C) Poor 70 79 84 88 Good 65 75 82 86 C+CR Poor 69 78 83 87 Good 64 74 81 85 Contoured&terraced(C&T) Poor 66 74 80 82 Good 62 71 78 81 C&T+CR Poor 65 73 79 81 Good 61 70 77 80 ' Small grain SR Poor 65 76 84 88 Good 63 75 83 87 SR+CR Poor 64 75 83 86 Good 60 72 80 84 ' C Poor 63 74 82 85 Good 61 73 81 84 C+CR Poor 62 73 81 84 Good 60 72 80 83 1 C&T Poor 61 72 79 82 Good 59 70 78 81 C&T+CR Poor 60 71 78 81 Good 58 69 77 80 ' Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or C Poor 64 75 83 85 rotation Good 55 69 78 83 meadow C&T Poor 63 73 80 83 Good 51 67 76 80 1 Average runoff condition,and Ld=0.2S ' 2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year. 3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas, (b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good>-2D90, and(e)degree of surface roughness. ' Poor.Factors impair infiltration and tend to increase runoff. Good:Factors encourage average and better than average infiltration and tend to decrease runoff. ' 2-6 (210•VI TR-55,Second Ed.,June 1986) 1 1 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds 1 Table 2-2c Runoff curve numbers for other agricultural lands v 1 Curve numbers for -------------------------- Cover description ------------------------ ------ hydrologic soil group----- 1 Hydrologic Cover type condition A B C D ' Pasture,grassland,or range--continuous Poor 68 79 86 89 forage for grazing,V Fair 49 69 79 84 Good 39 61 74 80 1 Meadow--continuous grass,protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush weed grass mixtue with brush Poor 48 67 77 83 the major element Y Fair 35 56 70 77 1 Good 30 S 48 65 73 Woods—grass combination(orchard Poor 57 73 82 86 or tee farm).Y Fair 43 65 76 82 1 Good 32 58 72 79 Poor 45 66 77 83 Fair 36 60 73 79 itV Farmsteads—bungs,lanes,driveways, — 59 74 82 86 and surrounding lots. ' r Average runoff condition,and Ie=0.2S. z Pe>a: <50°/yl ground cover or heavily grazed with no mulch. Fair: 50 to 75%ground cover and not heavily grazed. ' Good: >75`/oground cover and lightly or only occasionally grazed. 3 Poor: <50%ground cover. Fair: 50 to 759/oground cover. Good: >750/oground cover. 1 4 Actual curve number is less than 30;use CN=30 for runoffcomputations. 5 CN s shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN s for woods and pasture. 6 Poor: Forest litter,small thus,and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil 1 Good: Woods are protected from grazing,and litter and brush adequately cover the soil. i i 1 1 1 (210•VI-TR-55,Second Ed.,,hare 1986) 2-7 7 4-8 C annels ' Table 74 Values of gggpness.Coefficient ft Ourdform now) `- Type OfC<hannel Andbescriptivn Mininium Normal Maximum .. . EXCAVATED C)13 T31tEL>CiED U. Earth,straight and uniform 1. Clean,recently completed U16 0.0t8 0.021 ' 2_ glean,after weathering 0.018 0.022 0.025 3. Gravel,.uniform section,clean am .0:(i25 0:030 4. With short grass few weeds 0.022 0.027 6.033 b. ih,.winding and sluggish I.. No vegetation 0.023 0.025 P:030 2. Orass,:same weeds C3:025 .0,030 0.033 3. Dense weeds or aquatic plants in deep channels 0,030 UM 0,040 4. Earth bottom and€ubble sides 0.025 0.030 0,035 ' 5, Stony bottom and weedy sides 0.025 0{135 0.045 & Cobble bottom and clean sides O.Wo 0 040 Q.050 c, Drsgline-excavated or dredged .1. No vegetation 0.025 0.028 0.033 ' .2. Light brush on banks 0.035 0:050 .0.060 d. hock cuts 1. Smooth and uniform. 0.025 0.035 0.040 2. lagged and irregular 0.035 0.040 0.050 ' e. Channcls_not maintained,weeds and brush uncut I. Dense weeds,high as flow depth 0,050 0.080 0:120 2. Clean bottom,brush on sides 0.040 0.050 0.090 3. Sane,highest stage of flaw 0,045 0.070 0.11+0 ' 4. Dense brush,High stage 0.080 0.100 0.140 NATURAL STREAMS 1. Minor streams(top width;at food stage<30 m) a,. Streams on Plain 1. Clean,straight,full stage, 0.025 0.030 0,033 no rifts or sleep pools 2, Saone as above,but more stones/weeds 0.030 0.035 0.040 3: Clean,winding,some pooWshoals 0.033 U. 40 0.045 ' 4. Sane as above,but some weeds/stones 0.035 f1.U45 0.050 5. Same_as above,.lower stages, U40 0.048 0.055 more ineffective slopes and sections 6. Same as 4,but mote stones 0:045 0.050 0,060 ' 7. Sluggish reaches,weedy,deep pools 0.050 0:070 0,080 8. Very weedy reaches,deep pools,or 0.075 0.100 0.150 floodways with heavy stand.oftimber and underbrush. C:onnDOT.DrainageManual Omber 2 0 1 1 ' Table 3-1 Rou luiess coefficients Mannin 's n) for sheet. flow 1 Surface description ' Smooth surfaces (concrete, asphalt, gravel or bare oil) ..............................:..........: 0.011 1 Fallow (no residue 0.05 Cultivated soils. ' residue cover :!�(06 ...................:..................... 0.06 ' Residue cover >20% .....................:................... 0.17 Short grass prairie ..................... .............. ...... 0.15 ' - f+lira:a�ra�aa��akisac�#isir�tsN�a►iarr�rauas�inassa�;a :'.. ' Berluuda rays . ................................................. 0.41 Range (natural) ...........,........................ ..,, 0.1�3 ' �TooCls.�� ................. Light underbrush ........................................... 0.= ' Dense underbrush .......:...................................: 0..80 1 1 1 1 nrrervmx o Water pusury Volume ' 10 ' Si&AJ ��suact s PROIFf -7 �{1� tW 0 0/ �� ����� � /0 L U t�i r T 0. ARE A ' 4,, � � , � � � �� �� F5 O+l Ca p rfi FT 37; 3"7V, S) rja ��L.u r+n _ S 3a a _ Wit, � - f ' �7 " ' a %Y3'$ C4es ECTIC<,'7 STOgAAM ,JA11`k ' APPENDIX E South Windsor DEEP Watershed Boundary Map 1 1 1 v k w e �. Rr 4 k"� i 4 y DEP l r 7.S' r\ Watersheds Connecticut River Hockanum River 4 4-. Brook �pp I. Podunk River Scantic River DEPWatershed y: _ w 1 1 1 1 1 APPENDIX ' Drainage Area Maps 1 1 1 ' 12