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Drainage Report 02-25-20
DRAINAGE REPORT For Indoor Facility at Badger Fields for Clay Township July 17, 2019 Revised September 12, 2019 Revised January 14, 2020 Revised February 25, 2018 Prepared by: Chad N Kincaid Indiana P.E. #11300453 TLF Project No. 2019-199 TLF, INC . 3901 West 86th Street, Suite 200 Indianapolis, Indiana 46268 Phone (317) 334-1500; Fax (317) 334-1552 Indoor Facility at Badger Fields Drainage Report Page 2 February 25, 2020 TABLE OF CONTENTS Project Narrative Overview Page 3 Existing Conditions Page 3 Proposed Conditions Page 3 Calculation Methods Page 4 Maps Appendix Location Map Site Map Delineation Map Flood FIRM Map Soils Map Calculations Appendix HydroCAD Results o Ordinance Compliance Results o Minimum 6” Orifice Results o Emergency Overflow Results o Water Quality Results Storm Pipe Results General Reference Appendix Rainfall Data Proof of Errors and Omissions Insurance Waiver Requests Aquaswirl Detail Basin Cross-Section with Signage Dry Basin with Native Vegetation Maintenance Checklist Planting List Indoor Facility at Badger Fields Drainage Report Page 3 February 25, 2020 PROJECT NARRATIVE Overview The purpose of this drainage report is to provide drawings and calculations based on Carmel’s Stormwater Technical Standards Manual to obtain storm drainage and sediment control approval. TLF, Inc. was retained to provide civil/site engineering services for the site improvements related to the new building, at Badger Fields, located at 5459 E Main St, Carmel, Indiana. The site improvements related to this project include the 152,240 ft2 building addition, new parking lot, concrete sidewalks, and a dry basin with native vegetation. Detention of the stormwater will be handled in a pond west of the addition. The building will be an indoor athletic practice facility for youth. This is part of a larger project. The owner and VS Engineering are looking at the entire property and surrounding areas. Their aim is to alleviate flooding issues to the south that have been ongoing for years. They will work with the property owners to the west and east to piece together a comprehensive solution. They will also modify the existing wetland on the south end of the property. The project described in this report will also act as part of the solution. The project does not increase any drainage area going to the south. The proposed detention basin with native vegetation will slow down the increased flows from the new hard surface. Existing Drainage Conditions The project is located near the south end of the overall property. The site currently has a concession building with bathrooms and two baseball fields with bleachers. These will be demolished for the project. The project area is 14.6 acres. There are a few soils within the project area with the majority being Miami silt loam (MmB2) and Miami clay loam (MoC3). There are also smaller amounts of Ockley silt loam (OcA). See the Soils Map and soil characteristics information located in the Maps Appendix. The elevations on the affected portion of the site range from approximately 786 MSL to 780 MSL. There is currently a wooded detention wetland on site south of the project. The site does not lie within a floodway or floodplain as indicated per the FIRM Map located in the Maps Appendix. The existing site topography mainly drains from north to south. North of the project site stormwater drains overland through swales to existing inlets and pipes. This existing system runs along the west side of the property and discharges to the wooded area and makes it way to the wetland. Minimal if any stormwater from this project will be collected with this system. Proposed Drainage Conditions In addition to the proposed project improvements the owner has asked for us to take into account future paving of the existing parking stalls to the north from stone to asphalt. The dry basin with native vegetation and storm water infrastructure will be sized for this. The proposed practice facility building will be placed on existing grass and over the “to be demolished” concessions building. New concrete sidewalk will be added to the east side of the building with Indoor Facility at Badger Fields Drainage Report Page 4 February 25, 2020 proposed parking to the east of that. The proposed parking will join the existing parking north of the project. The dry detention basin with native vegetation will be on the west side of the building. New stormwater inlets and pipes will collect water from the parking lot, building roof, and site around the building and drain west to the dry basin. There will be an Aqua-Swirl A10 Stormwater Quality Unit (SWQU) prior to the water discharging to the dry basin. The dry basin will also be planted with native vegetation to act as a second treatment to the SWQU. The pond will discharge to the south. The proposed outlet structure and emergency spillway to be placed at the south end of the pond has been designed to achieve the ordinance’s allowable release rates of 0.1 cfs/acre for 10 year and smaller storms and 0.3 cfs/acre for larger than 10 year storms up to the 100 year storm. The structure itself will be a box inlet with a 12” RCP outlet pipe. There will be a 9” orifice plate before the 12” pipe to aid in achieving the allowable release rates. The box inlet structure will have another orifice on its basin side for the 10 year release rate. To meet the allowable release rate the orifice is 5” in diameter in the computer model. To meet the ordinance a 6” orifice will actually be cut into the structure. Both results are given in the table below and are included in the calculations appendix. The top of the structure will have a Neenah R-3405 casting that will control the 100 year storm release rate. From Neenah’s catalog this casting has a 1.5 ft2 opening area. The computer model was set up with a 14.7” x 14.7” top opening for the structure to match this area. The emergency overflow broad crested weir has been designed for 1.25 times the total inflow for the 100 year storm per the ordinance. To achieve this increased inflow the computer model artificially increased the drainage area going to the dry basin. The model then shows 12.08 cfs of storm water discharging over this spillway. The elevation of this water does not go above the top of bank. The results from the model for the spillway are in the calculations appendix. Storm Event Area (acres) Requirements Allowable Release Rate (cfs) Calculated Release Rate (cfs) Volume Detained (ft3) High Pond Elevation (ft) 10 year 14.6 0.1 cfs/acre 1.46 1.37 92,391 777.08 100 year 14.6 0.3 cfs/acre 4.39 3.61 173,658 779.39 10 year (6” Orifice) 14.6 0.1 cfs/acre 1.46 1.91 84,792 776.84 100 Year (6” Orifice) 14.6 0.3 cfs/acre 4.39 3.59 169,640 779.28 See storm pipe capacity, velocity, grate capacity, HGL, weighted curve number, flow, and discharge calculations and results in the Calculations Appendix. This project will be requesting two waivers from the City. The first is for the stabilized drive to the SWQU. The second is for the flood routing with clogged inlets. These waiver requests can be found in the General Reference Appendix. Calculation Methods Small delineation areas were made for each storm pipe that was to be added. The proposed conditions drainage areas were delineated. Time of Concentration was calculated using the TR55 method. A minimum of 5 minutes is being used. The curve number “CN” values were taken from the USDA TR-55. The proposed storm sewers were designed for the 10-year storm event. The capacities of the proposed storm sewers were analyzed using Manning’s Equation. Indoor Facility at Badger Fields Drainage Report Page 5 February 25, 2020 HydraCAD software was utilized using the Hydrograph Method for the stormwater runoff calculations for the Proposed Conditions Runoff Rates. The 24 hour, SCS TR-20 distribution was used. The rainfall data from the Carmel Manual was used and can be seen in the Reference Appendix. Indoor Facility at Badger Fields Drainage Report Page 6 February 18, 2020 Maps Appendix Indoor Facility at Badger Fields Drainage Report Page 7 February 18, 2020 Location Map Project Location TA = 45,045 Sft (1.03 ac.) C = 0.76 (CN = 95) Tc = 5 min. TA = 37,972 Sft (0.87 ac.) C = 0.79 (CN = 95) Tc = 5 min. TA = 143,748 Sft (3.30ac.) C = 0.83 (CN = 97) Tc = 5 Min. TA = 22,352 Sft (0.51 ac.) C = 0.85 (CN = 98) Tc = 5 min. TA = 60,019 Sft (1.38 ac.) C = 0.78 (CN = 95) Tc = 5 min. TA = 31,787 Sft (0.73 ac) C = 0.76 (CN = 95) Tc = 5 min. AREA - POND TA = 151,743 Sft (3.48 ac.) AREA 103 AREA 102 AREA 101 AREA 200 AREA 203AREA 204 TA = 19,327 Sft (0.44 ac.) C = 0.82 (CN = 97) Tc = 5 min. AREA 201 TA = 3,605 Sft (0.08 ac.) C = 0.90 (CN = 98) Tc = 5 min. AREA 202 TA = 77,383 Sft (1.78ac.) C = 0.20 (CN = 80) Tc = 7 Min. AREA 501 TA = 2460 Sft (0.06 ac.) C = 0.20 (CN = 20) Tc = 5 min. AREA 202A G GG GGGGGGG ST-102 RIM. = 782.59' INV. 777.44 (E) INV. 777.30 (W) INV. 779.70 (S) 210 LF OF 24" RCP @ 0.26% ST-103 RIM. = 782.59' INV. 776.81 (W) INV. 776.92 (E) INV. 779.70 (S) 220 LF OF 30" RCP @ 0.17% ST-106 RIM. = 778.59' INV. 773.80 (E) 78 LF OF 30" RCP @ 0.40% ST-201 RIM. = 781.50' INV. 778.97 (SW) INV. 779.07 (N) ST-202 RIM. = 783.44' INV. 778.59 (NE) INV. 778.49 (W) INV. 779.20 (N) INV. 778.60 (E) 128 L F O F 1 8 " R C P @ 0 . 3 0 % ST-203 RIM. = 783.35' INV. 777.72 (W) INV. 777.82 (E) INV. 780.35 (N) 224 LF OF 18" RCP @ 0.30% ST-204 RIM. = 783.09' INV. 776.92 (N) INV. 777.02 (E) INV. 779.10 (NE) 235 LF OF 24" RCP @ 0.30%236 LF OF 30" RCP @ 0.30%34 LF OF 10" PVC @ 0.50 % 12 LF OF 18" PVC @ 1.00%12 LF OF 15" PVC @ 1.00% 20 LF OF 8" PVC @ 1.00% 24 LF OF 18" PVC @ 1.00%29 LF OF 15" PVC @ 5.00% SAN 1 RIM. = 779.76' INV. 778.24 (SE)83 L F OF 6 " PVC @ - 1 .0 4% SAN CO 1 ST-104 RIM. = 783.22' INV. 776.50 (E) INV. 776.40 (S) ST-105 RIM. = 783.56' INV. 775.87 (N) INV. 776.21 (S) INV. 774.12 (W) INV. 779.50 (E) ST-BMP-1 RIM. = 783.14' INV. 773.97 (E) INV. 773.87 (W) 151 LF OF 30" RCP @ 0.35% ST-200 RIM. = 782.00' INV. 779.78 (S)238 LF OF 15" RCP @ 0.30%18 LF OF 30" HDPE @ 0.40% ST-CO 4 RIM. = 776.38' INV. 775.86 (S) ST-CO 1 RIM. = 773.44' INV. 772.92 (N) INV. 772.92 (S) ST-CO 2 RIM. = 774.42' INV. 773.90 (N) INV. 773.90 (S)98 LF OF 6" HDPE @ 1.00%ST-CO 3 RIM. = 775.40' INV. 774.88 (N) INV. 774.88 (S)98 LF OF 6" HDPE @ 1.00%ST-300 RIM. = 777.10' INV. 771.00 (N) INV. 771.00 (E) INV. 771.00 (S)38 LF OF 6" HDPE @ 5.08%98 LF OF 6" PVC @ 1.00%ST-CO 5 RIM. = 773.64' INV. 773.12 (W) 62 LF OF 6" HDPE @ 3.41%180 LF OF 12" RCP @ 0.53%13 LF OF 6" PVC @ 0.50% ST-301 SAN CO 2 13 LF OF 30" HDPE @ 1.14% ST-101 RIM. = 782.74' INV. 777.99 (W) INV. 779.65 (SW)RIM. = 782.00'ST-202AINV. 778.82 (W)75 LF OF 12" RCP @ 0.30% ST-202A RIM. = 782.00' INV. 778.82 (W) ST-501 RIM. = 783.00' INV. 778.50 (S)275 LF OF 15" RCP @ 0.50%ST-502 End Section INV. 777.12 (N) ProjectArea 9 Custom Soil Resource Report Soil Map 442524044252904425340442539044254404425490442554044255904425640442524044252904425340442539044254404425490442554044255904425640578530 578580 578630 578680 578730 578780 578830 578530 578580 578630 578680 578730 578780 578830 39° 58' 38'' N 86° 4' 50'' W39° 58' 38'' N86° 4' 35'' W39° 58' 24'' N 86° 4' 50'' W39° 58' 24'' N 86° 4' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,170 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 19, Sep 7, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 15.8 67.2% MmC2 Miami silt loam, 6 to 12 percent slopes, eroded 0.2 1.0% MmD2 Miami silt loam, 12 to 18 percent slopes, eroded 1.3 5.6% MoC3 Miami clay loam, 6 to 12 percent slopes, severely eroded 5.5 23.6% OcA Ockley silt loam, 0 to 2 percent slopes 0.6 2.6% Totals for Area of Interest 23.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 11 Indoor Facility at Badger Fields Drainage Report Page 8 February 18, 2020 Calculations Appendix 15S Pond 16P Detention Pond Routing Diagram for Pond Design 01-09-2020 Prepared by TLF, Inc., Printed 1/12/2020 HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 2HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.570 80 >75% Grass cover, Good, HSG D (15S) 7.060 98 Paved parking, HSG C (15S) 14.630 89 TOTAL AREA Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 3HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Pond Runoff = 29.06 cfs @ 12.32 hrs, Volume= 3.248 af, Depth= 2.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr, 24-hour Rainfall=3.83" Area (ac) CN Description 7.060 98 Paved parking, HSG C 7.570 80 >75% Grass cover, Good, HSG D 14.630 89 Weighted Average 7.570 51.74% Pervious Area 7.060 48.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 300 0.0100 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.92" 4.7 196 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.3 496 Total Subcatchment 15S: Pond Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 yr 24-hour Rainfall=3.83" Runoff Area=14.630 ac Runoff Volume=3.248 af Runoff Depth=2.66" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=89 29.06 cfs Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 4HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 15S: Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.31 0.00 0.03 6.50 0.34 0.01 0.08 7.00 0.38 0.01 0.14 7.50 0.42 0.02 0.20 8.00 0.46 0.03 0.26 8.50 0.51 0.04 0.34 9.00 0.56 0.06 0.47 9.50 0.62 0.09 0.62 10.00 0.69 0.12 0.76 10.50 0.78 0.16 1.02 11.00 0.90 0.23 1.48 11.50 1.08 0.34 2.35 12.00 2.54 1.49 11.01 12.50 2.82 1.73 23.91 13.00 2.96 1.86 7.71 13.50 3.06 1.95 3.83 14.00 3.14 2.03 2.59 14.50 3.21 2.09 2.03 15.00 3.27 2.14 1.77 15.50 3.32 2.19 1.58 16.00 3.37 2.24 1.40 16.50 3.41 2.28 1.24 17.00 3.45 2.31 1.15 17.50 3.49 2.35 1.08 18.00 3.53 2.38 1.01 18.50 3.56 2.41 0.95 19.00 3.59 2.44 0.89 19.50 3.62 2.47 0.82 20.00 3.65 2.49 0.76 20.50 3.67 2.52 0.70 21.00 3.69 2.54 0.67 21.50 3.72 2.56 0.66 22.00 3.74 2.58 0.65 22.50 3.76 2.60 0.63 23.00 3.79 2.62 0.62 23.50 3.81 2.64 0.61 24.00 3.83 2.66 0.60 24.50 3.83 2.66 0.32 25.00 3.83 2.66 0.05 25.50 3.83 2.66 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.00 3.83 2.66 0.00 26.50 3.83 2.66 0.00 27.00 3.83 2.66 0.00 27.50 3.83 2.66 0.00 28.00 3.83 2.66 0.00 28.50 3.83 2.66 0.00 29.00 3.83 2.66 0.00 29.50 3.83 2.66 0.00 30.00 3.83 2.66 0.00 30.50 3.83 2.66 0.00 31.00 3.83 2.66 0.00 31.50 3.83 2.66 0.00 32.00 3.83 2.66 0.00 32.50 3.83 2.66 0.00 33.00 3.83 2.66 0.00 33.50 3.83 2.66 0.00 34.00 3.83 2.66 0.00 34.50 3.83 2.66 0.00 35.00 3.83 2.66 0.00 35.50 3.83 2.66 0.00 36.00 3.83 2.66 0.00 36.50 3.83 2.66 0.00 37.00 3.83 2.66 0.00 37.50 3.83 2.66 0.00 38.00 3.83 2.66 0.00 38.50 3.83 2.66 0.00 39.00 3.83 2.66 0.00 39.50 3.83 2.66 0.00 40.00 3.83 2.66 0.00 40.50 3.83 2.66 0.00 41.00 3.83 2.66 0.00 41.50 3.83 2.66 0.00 42.00 3.83 2.66 0.00 42.50 3.83 2.66 0.00 43.00 3.83 2.66 0.00 43.50 3.83 2.66 0.00 44.00 3.83 2.66 0.00 44.50 3.83 2.66 0.00 45.00 3.83 2.66 0.00 45.50 3.83 2.66 0.00 46.00 3.83 2.66 0.00 46.50 3.83 2.66 0.00 47.00 3.83 2.66 0.00 47.50 3.83 2.66 0.00 48.00 3.83 2.66 0.00 48.50 3.83 2.66 0.00 49.00 3.83 2.66 0.00 49.50 3.83 2.66 0.00 50.00 3.83 2.66 0.00 Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 5HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Pond 16P: Detention Pond Inflow Area = 14.630 ac, 48.26% Impervious, Inflow Depth = 2.66" for 10 yr, 24-hour event Inflow = 29.06 cfs @ 12.32 hrs, Volume= 3.248 af Outflow = 1.37 cfs @ 16.08 hrs, Volume= 3.220 af, Atten= 95%, Lag= 225.6 min Primary = 1.37 cfs @ 16.08 hrs, Volume= 3.220 af Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 777.08' @ 16.08 hrs Surf.Area= 32,143 sf Storage= 92,391 cf Plug-Flow detention time= 767.1 min calculated for 3.220 af (99% of inflow) Center-of-Mass det. time= 761.9 min ( 1,591.9 - 830.0 ) Volume Invert Avail.Storage Storage Description #1 772.00' 197,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 1 0 0 773.00 6,363 3,182 3,182 774.00 14,490 10,427 13,609 775.00 23,766 19,128 32,737 776.00 29,383 26,575 59,311 777.00 31,947 30,665 89,976 778.00 34,551 33,249 123,225 779.00 37,228 35,890 159,115 780.00 39,979 38,604 197,718 Device Routing Invert Outlet Devices #1 Primary 771.00'9.0" Round Culvert L= 180.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 771.00' / 770.05' S= 0.0053 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.44 sf #2 Device 1 772.50'5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 777.10'14.7" x 14.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 779.50'20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.37 cfs @ 16.08 hrs HW=777.08' (Free Discharge) 1=Culvert (Passes 1.37 cfs of 3.09 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.37 cfs @ 10.06 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 6HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 16P: Detention Pond Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=14.630 ac Peak Elev=777.08' Storage=92,391 cf 29.06 cfs 1.37 cfs Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/14/2020Prepared by TLF, Inc. Page 1HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 16P: Detention Pond Primary Stage-Discharge Discharge (cfs) 2220181614121086420Elevation (feet)780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Broad-Crested Rectangular Weir Pond 16P: Detention Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 35,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 7HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 16P: Detention Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 772.00 0.00 1.00 0.00 0 772.00 0.00 2.00 0.00 0 772.00 0.00 3.00 0.00 0 772.00 0.00 4.00 0.00 0 772.00 0.00 5.00 0.00 0 772.00 0.00 6.00 0.03 30 772.09 0.00 7.00 0.14 334 772.32 0.00 8.00 0.26 1,044 772.57 0.02 9.00 0.47 1,967 772.79 0.18 10.00 0.76 3,189 773.00 0.36 11.00 1.48 5,437 773.30 0.50 12.00 11.01 14,706 774.07 0.77 13.00 7.71 78,603 776.64 1.30 14.00 2.59 89,034 776.97 1.36 15.00 1.77 91,629 777.05 1.37 16.00 1.40 92,388 777.08 1.37 17.00 1.15 91,956 777.06 1.37 18.00 1.01 90,918 777.03 1.36 19.00 0.89 89,439 776.98 1.36 20.00 0.76 87,527 776.92 1.35 21.00 0.67 85,234 776.85 1.34 22.00 0.65 82,820 776.77 1.32 23.00 0.62 80,358 776.70 1.31 24.00 0.60 77,852 776.61 1.30 25.00 0.05 74,395 776.50 1.28 26.00 0.00 69,876 776.35 1.25 27.00 0.00 65,410 776.21 1.23 28.00 0.00 61,036 776.06 1.20 29.00 0.00 56,758 775.91 1.18 30.00 0.00 52,576 775.77 1.15 31.00 0.00 48,494 775.62 1.12 32.00 0.00 44,514 775.47 1.09 33.00 0.00 40,640 775.32 1.06 34.00 0.00 36,876 775.17 1.03 35.00 0.00 33,224 775.02 1.00 36.00 0.00 29,690 774.87 0.96 37.00 0.00 26,280 774.71 0.93 38.00 0.00 23,002 774.55 0.89 39.00 0.00 19,867 774.38 0.85 40.00 0.00 16,887 774.21 0.80 41.00 0.00 14,077 774.03 0.76 42.00 0.00 11,457 773.84 0.70 43.00 0.00 9,048 773.65 0.64 44.00 0.00 6,880 773.45 0.57 45.00 0.00 4,991 773.25 0.48 46.00 0.00 3,440 773.04 0.38 47.00 0.00 2,307 772.85 0.25 48.00 0.00 1,669 772.72 0.12 49.00 0.00 1,355 772.65 0.06 50.00 0.00 1,188 772.61 0.04 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 8HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Pond Runoff = 55.30 cfs @ 12.32 hrs, Volume= 6.318 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr, 24-hour Rainfall=6.46" Area (ac) CN Description 7.060 98 Paved parking, HSG C 7.570 80 >75% Grass cover, Good, HSG D 14.630 89 Weighted Average 7.570 51.74% Pervious Area 7.060 48.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 300 0.0100 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.92" 4.7 196 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.3 496 Total Subcatchment 15S: Pond Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 yr 24-hour Rainfall=6.46" Runoff Area=14.630 ac Runoff Volume=6.318 af Runoff Depth=5.18" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=89 55.30 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 9HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 15S: Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.27 0.00 0.00 4.00 0.31 0.00 0.03 4.50 0.36 0.01 0.11 5.00 0.41 0.02 0.21 5.50 0.46 0.03 0.31 6.00 0.52 0.05 0.42 6.50 0.58 0.07 0.54 7.00 0.64 0.09 0.66 7.50 0.71 0.12 0.79 8.00 0.78 0.16 0.92 8.50 0.85 0.20 1.07 9.00 0.95 0.25 1.37 9.50 1.05 0.32 1.72 10.00 1.17 0.39 1.97 10.50 1.32 0.50 2.52 11.00 1.52 0.64 3.48 11.50 1.83 0.89 5.25 12.00 4.28 3.09 22.25 12.50 4.75 3.53 44.89 13.00 4.99 3.76 14.14 13.50 5.16 3.93 6.89 14.00 5.30 4.06 4.62 14.50 5.41 4.17 3.62 15.00 5.51 4.27 3.14 15.50 5.60 4.35 2.81 16.00 5.68 4.43 2.48 16.50 5.76 4.50 2.19 17.00 5.83 4.57 2.03 17.50 5.89 4.63 1.91 18.00 5.95 4.69 1.79 18.50 6.01 4.74 1.68 19.00 6.06 4.79 1.56 19.50 6.11 4.84 1.45 20.00 6.15 4.88 1.33 20.50 6.19 4.92 1.23 21.00 6.23 4.96 1.19 21.50 6.27 5.00 1.16 22.00 6.31 5.04 1.14 22.50 6.35 5.07 1.11 23.00 6.39 5.11 1.09 23.50 6.42 5.15 1.07 24.00 6.46 5.18 1.05 24.50 6.46 5.18 0.56 25.00 6.46 5.18 0.08 25.50 6.46 5.18 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.00 6.46 5.18 0.00 26.50 6.46 5.18 0.00 27.00 6.46 5.18 0.00 27.50 6.46 5.18 0.00 28.00 6.46 5.18 0.00 28.50 6.46 5.18 0.00 29.00 6.46 5.18 0.00 29.50 6.46 5.18 0.00 30.00 6.46 5.18 0.00 30.50 6.46 5.18 0.00 31.00 6.46 5.18 0.00 31.50 6.46 5.18 0.00 32.00 6.46 5.18 0.00 32.50 6.46 5.18 0.00 33.00 6.46 5.18 0.00 33.50 6.46 5.18 0.00 34.00 6.46 5.18 0.00 34.50 6.46 5.18 0.00 35.00 6.46 5.18 0.00 35.50 6.46 5.18 0.00 36.00 6.46 5.18 0.00 36.50 6.46 5.18 0.00 37.00 6.46 5.18 0.00 37.50 6.46 5.18 0.00 38.00 6.46 5.18 0.00 38.50 6.46 5.18 0.00 39.00 6.46 5.18 0.00 39.50 6.46 5.18 0.00 40.00 6.46 5.18 0.00 40.50 6.46 5.18 0.00 41.00 6.46 5.18 0.00 41.50 6.46 5.18 0.00 42.00 6.46 5.18 0.00 42.50 6.46 5.18 0.00 43.00 6.46 5.18 0.00 43.50 6.46 5.18 0.00 44.00 6.46 5.18 0.00 44.50 6.46 5.18 0.00 45.00 6.46 5.18 0.00 45.50 6.46 5.18 0.00 46.00 6.46 5.18 0.00 46.50 6.46 5.18 0.00 47.00 6.46 5.18 0.00 47.50 6.46 5.18 0.00 48.00 6.46 5.18 0.00 48.50 6.46 5.18 0.00 49.00 6.46 5.18 0.00 49.50 6.46 5.18 0.00 50.00 6.46 5.18 0.00 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 10HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Pond 16P: Detention Pond Inflow Area = 14.630 ac, 48.26% Impervious, Inflow Depth = 5.18" for 100 yr, 24-hour event Inflow = 55.30 cfs @ 12.32 hrs, Volume= 6.318 af Outflow = 3.61 cfs @ 14.51 hrs, Volume= 6.192 af, Atten= 93%, Lag= 131.5 min Primary = 3.61 cfs @ 14.51 hrs, Volume= 6.192 af Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 779.39' @ 14.51 hrs Surf.Area= 38,288 sf Storage= 173,658 cf Plug-Flow detention time= 660.4 min calculated for 6.192 af (98% of inflow) Center-of-Mass det. time= 647.8 min ( 1,459.3 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 772.00' 197,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 1 0 0 773.00 6,363 3,182 3,182 774.00 14,490 10,427 13,609 775.00 23,766 19,128 32,737 776.00 29,383 26,575 59,311 777.00 31,947 30,665 89,976 778.00 34,551 33,249 123,225 779.00 37,228 35,890 159,115 780.00 39,979 38,604 197,718 Device Routing Invert Outlet Devices #1 Primary 771.00'9.0" Round Culvert L= 180.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 771.00' / 770.05' S= 0.0053 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.44 sf #2 Device 1 772.50'5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 777.10'14.7" x 14.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 779.50'20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.61 cfs @ 14.51 hrs HW=779.39' (Free Discharge) 1=Culvert (Barrel Controls 3.61 cfs @ 8.18 fps) 2=Orifice/Grate (Passes < 1.70 cfs potential flow) 3=Orifice/Grate (Passes < 10.92 cfs potential flow) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 11HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 16P: Detention Pond Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.630 ac Peak Elev=779.39' Storage=173,658 cf 55.30 cfs 3.61 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/14/2020Prepared by TLF, Inc. Page 2HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 16P: Detention Pond Primary Stage-Discharge Discharge (cfs) 2220181614121086420Elevation (feet)780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Broad-Crested Rectangular Weir Pond 16P: Detention Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 35,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 12HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 16P: Detention Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 772.00 0.00 1.00 0.00 0 772.00 0.00 2.00 0.00 0 772.00 0.00 3.00 0.00 0 772.00 0.00 4.00 0.03 21 772.08 0.00 5.00 0.21 443 772.37 0.00 6.00 0.42 1,503 772.69 0.09 7.00 0.66 2,720 772.92 0.30 8.00 0.92 4,217 773.15 0.43 9.00 1.37 6,414 773.40 0.55 10.00 1.97 10,310 773.76 0.67 11.00 3.48 16,969 774.22 0.81 12.00 22.25 38,557 775.24 1.04 13.00 14.14 158,156 778.97 3.53 14.00 4.62 172,836 779.36 3.61 15.00 3.14 173,204 779.37 3.61 16.00 2.48 170,343 779.30 3.59 17.00 2.03 165,430 779.17 3.57 18.00 1.79 159,517 779.01 3.53 19.00 1.56 152,907 778.83 3.49 20.00 1.33 145,620 778.63 3.45 21.00 1.19 137,754 778.41 3.40 22.00 1.14 129,774 778.19 3.35 23.00 1.09 121,813 777.96 3.30 24.00 1.05 113,879 777.73 3.25 25.00 0.08 104,388 777.44 3.18 26.00 0.00 95,269 777.16 1.69 27.00 0.00 90,157 777.01 1.36 28.00 0.00 85,301 776.85 1.34 29.00 0.00 80,534 776.70 1.31 30.00 0.00 75,856 776.55 1.29 31.00 0.00 71,269 776.40 1.26 32.00 0.00 66,774 776.25 1.24 33.00 0.00 62,372 776.10 1.21 34.00 0.00 58,064 775.96 1.18 35.00 0.00 53,853 775.81 1.16 36.00 0.00 49,739 775.66 1.13 37.00 0.00 45,728 775.52 1.10 38.00 0.00 41,821 775.37 1.07 39.00 0.00 38,023 775.22 1.04 40.00 0.00 34,336 775.07 1.01 41.00 0.00 30,765 774.92 0.98 42.00 0.00 27,316 774.76 0.94 43.00 0.00 23,996 774.60 0.90 44.00 0.00 20,816 774.44 0.86 45.00 0.00 17,787 774.27 0.82 46.00 0.00 14,923 774.09 0.77 47.00 0.00 12,242 773.90 0.72 48.00 0.00 9,765 773.71 0.66 49.00 0.00 7,519 773.51 0.59 50.00 0.00 5,540 773.31 0.51 18S Pond 23P 6" Min Orifice Routing Diagram for Pond Design 01-09-2020 Prepared by TLF, Inc., Printed 1/12/2020 HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 2HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.570 80 >75% Grass cover, Good, HSG D (18S) 7.060 98 Paved parking, HSG C (18S) 14.630 89 TOTAL AREA Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 3HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Pond Runoff = 29.06 cfs @ 12.32 hrs, Volume= 3.248 af, Depth= 2.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr, 24-hour Rainfall=3.83" Area (ac) CN Description 7.060 98 Paved parking, HSG C 7.570 80 >75% Grass cover, Good, HSG D 14.630 89 Weighted Average 7.570 51.74% Pervious Area 7.060 48.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 300 0.0100 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.92" 4.7 196 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.3 496 Total Subcatchment 18S: Pond Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 yr 24-hour Rainfall=3.83" Runoff Area=14.630 ac Runoff Volume=3.248 af Runoff Depth=2.66" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=89 29.06 cfs Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 4HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 18S: Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.31 0.00 0.03 6.50 0.34 0.01 0.08 7.00 0.38 0.01 0.14 7.50 0.42 0.02 0.20 8.00 0.46 0.03 0.26 8.50 0.51 0.04 0.34 9.00 0.56 0.06 0.47 9.50 0.62 0.09 0.62 10.00 0.69 0.12 0.76 10.50 0.78 0.16 1.02 11.00 0.90 0.23 1.48 11.50 1.08 0.34 2.35 12.00 2.54 1.49 11.01 12.50 2.82 1.73 23.91 13.00 2.96 1.86 7.71 13.50 3.06 1.95 3.83 14.00 3.14 2.03 2.59 14.50 3.21 2.09 2.03 15.00 3.27 2.14 1.77 15.50 3.32 2.19 1.58 16.00 3.37 2.24 1.40 16.50 3.41 2.28 1.24 17.00 3.45 2.31 1.15 17.50 3.49 2.35 1.08 18.00 3.53 2.38 1.01 18.50 3.56 2.41 0.95 19.00 3.59 2.44 0.89 19.50 3.62 2.47 0.82 20.00 3.65 2.49 0.76 20.50 3.67 2.52 0.70 21.00 3.69 2.54 0.67 21.50 3.72 2.56 0.66 22.00 3.74 2.58 0.65 22.50 3.76 2.60 0.63 23.00 3.79 2.62 0.62 23.50 3.81 2.64 0.61 24.00 3.83 2.66 0.60 24.50 3.83 2.66 0.32 25.00 3.83 2.66 0.05 25.50 3.83 2.66 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.00 3.83 2.66 0.00 26.50 3.83 2.66 0.00 27.00 3.83 2.66 0.00 27.50 3.83 2.66 0.00 28.00 3.83 2.66 0.00 28.50 3.83 2.66 0.00 29.00 3.83 2.66 0.00 29.50 3.83 2.66 0.00 30.00 3.83 2.66 0.00 30.50 3.83 2.66 0.00 31.00 3.83 2.66 0.00 31.50 3.83 2.66 0.00 32.00 3.83 2.66 0.00 32.50 3.83 2.66 0.00 33.00 3.83 2.66 0.00 33.50 3.83 2.66 0.00 34.00 3.83 2.66 0.00 34.50 3.83 2.66 0.00 35.00 3.83 2.66 0.00 35.50 3.83 2.66 0.00 36.00 3.83 2.66 0.00 36.50 3.83 2.66 0.00 37.00 3.83 2.66 0.00 37.50 3.83 2.66 0.00 38.00 3.83 2.66 0.00 38.50 3.83 2.66 0.00 39.00 3.83 2.66 0.00 39.50 3.83 2.66 0.00 40.00 3.83 2.66 0.00 40.50 3.83 2.66 0.00 41.00 3.83 2.66 0.00 41.50 3.83 2.66 0.00 42.00 3.83 2.66 0.00 42.50 3.83 2.66 0.00 43.00 3.83 2.66 0.00 43.50 3.83 2.66 0.00 44.00 3.83 2.66 0.00 44.50 3.83 2.66 0.00 45.00 3.83 2.66 0.00 45.50 3.83 2.66 0.00 46.00 3.83 2.66 0.00 46.50 3.83 2.66 0.00 47.00 3.83 2.66 0.00 47.50 3.83 2.66 0.00 48.00 3.83 2.66 0.00 48.50 3.83 2.66 0.00 49.00 3.83 2.66 0.00 49.50 3.83 2.66 0.00 50.00 3.83 2.66 0.00 Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 5HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Pond 23P: 6" Min Orifice Inflow Area = 14.630 ac, 48.26% Impervious, Inflow Depth = 2.66" for 10 yr, 24-hour event Inflow = 29.06 cfs @ 12.32 hrs, Volume= 3.248 af Outflow = 1.91 cfs @ 14.69 hrs, Volume= 3.229 af, Atten= 93%, Lag= 142.2 min Primary = 1.91 cfs @ 14.69 hrs, Volume= 3.229 af Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 776.84' @ 14.69 hrs Surf.Area= 31,528 sf Storage= 84,792 cf Plug-Flow detention time= 508.6 min calculated for 3.225 af (99% of inflow) Center-of-Mass det. time= 505.7 min ( 1,335.7 - 830.0 ) Volume Invert Avail.Storage Storage Description #1 772.00' 197,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 1 0 0 773.00 6,363 3,182 3,182 774.00 14,490 10,427 13,609 775.00 23,766 19,128 32,737 776.00 29,383 26,575 59,311 777.00 31,947 30,665 89,976 778.00 34,551 33,249 123,225 779.00 37,228 35,890 159,115 780.00 39,979 38,604 197,718 Device Routing Invert Outlet Devices #1 Primary 771.00'9.0" Round Culvert L= 180.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 771.00' / 770.05' S= 0.0053 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.44 sf #2 Device 1 772.50'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 777.10'14.7" x 14.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 779.50'20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.91 cfs @ 14.69 hrs HW=776.84' (Free Discharge) 1=Culvert (Passes 1.91 cfs of 3.03 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.91 cfs @ 9.73 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 6HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 23P: 6" Min Orifice Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=14.630 ac Peak Elev=776.84' Storage=84,792 cf 29.06 cfs 1.91 cfs Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/14/2020Prepared by TLF, Inc. Page 1HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 23P: 6" Min Orifice Primary Stage-Discharge Discharge (cfs) 2220181614121086420Elevation (feet)780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Broad-Crested Rectangular Weir Pond 23P: 6" Min Orifice Surface Storage Stage-Area-Storage Storage (cubic-feet) 180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 35,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 7HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 23P: 6" Min Orifice Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 772.00 0.00 1.00 0.00 0 772.00 0.00 2.00 0.00 0 772.00 0.00 3.00 0.00 0 772.00 0.00 4.00 0.00 0 772.00 0.00 5.00 0.00 0 772.00 0.00 6.00 0.03 30 772.09 0.00 7.00 0.14 334 772.32 0.00 8.00 0.26 1,044 772.57 0.02 9.00 0.47 1,930 772.78 0.20 10.00 0.76 2,972 772.97 0.44 11.00 1.48 4,813 773.22 0.65 12.00 11.01 13,370 773.98 1.05 13.00 7.71 75,629 776.54 1.84 14.00 2.59 84,085 776.81 1.91 15.00 1.77 84,710 776.83 1.91 16.00 1.40 83,539 776.80 1.90 17.00 1.15 81,226 776.72 1.88 18.00 1.01 78,365 776.63 1.86 19.00 0.89 75,127 776.53 1.84 20.00 0.76 71,523 776.41 1.81 21.00 0.67 67,609 776.28 1.78 22.00 0.65 63,650 776.15 1.74 23.00 0.62 59,720 776.01 1.71 24.00 0.60 55,824 775.88 1.67 25.00 0.05 51,062 775.71 1.63 26.00 0.00 45,349 775.50 1.57 27.00 0.00 39,815 775.29 1.51 28.00 0.00 34,509 775.07 1.44 29.00 0.00 29,443 774.86 1.37 30.00 0.00 24,636 774.63 1.30 31.00 0.00 20,114 774.40 1.21 32.00 0.00 15,911 774.15 1.12 33.00 0.00 12,074 773.89 1.01 34.00 0.00 8,666 773.62 0.88 35.00 0.00 5,770 773.33 0.72 36.00 0.00 3,519 773.05 0.52 37.00 0.00 2,128 772.82 0.25 38.00 0.00 1,527 772.69 0.11 39.00 0.00 1,261 772.63 0.05 40.00 0.00 1,120 772.59 0.03 41.00 0.00 1,038 772.57 0.02 42.00 0.00 990 772.56 0.01 43.00 0.00 955 772.55 0.01 44.00 0.00 926 772.54 0.01 45.00 0.00 903 772.53 0.01 46.00 0.00 884 772.53 0.00 47.00 0.00 868 772.52 0.00 48.00 0.00 855 772.52 0.00 49.00 0.00 844 772.51 0.00 50.00 0.00 836 772.51 0.00 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 8HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Pond Runoff = 55.30 cfs @ 12.32 hrs, Volume= 6.318 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr, 24-hour Rainfall=6.46" Area (ac) CN Description 7.060 98 Paved parking, HSG C 7.570 80 >75% Grass cover, Good, HSG D 14.630 89 Weighted Average 7.570 51.74% Pervious Area 7.060 48.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 300 0.0100 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.92" 4.7 196 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.3 496 Total Subcatchment 18S: Pond Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 yr 24-hour Rainfall=6.46" Runoff Area=14.630 ac Runoff Volume=6.318 af Runoff Depth=5.18" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=89 55.30 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 9HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 18S: Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.27 0.00 0.00 4.00 0.31 0.00 0.03 4.50 0.36 0.01 0.11 5.00 0.41 0.02 0.21 5.50 0.46 0.03 0.31 6.00 0.52 0.05 0.42 6.50 0.58 0.07 0.54 7.00 0.64 0.09 0.66 7.50 0.71 0.12 0.79 8.00 0.78 0.16 0.92 8.50 0.85 0.20 1.07 9.00 0.95 0.25 1.37 9.50 1.05 0.32 1.72 10.00 1.17 0.39 1.97 10.50 1.32 0.50 2.52 11.00 1.52 0.64 3.48 11.50 1.83 0.89 5.25 12.00 4.28 3.09 22.25 12.50 4.75 3.53 44.89 13.00 4.99 3.76 14.14 13.50 5.16 3.93 6.89 14.00 5.30 4.06 4.62 14.50 5.41 4.17 3.62 15.00 5.51 4.27 3.14 15.50 5.60 4.35 2.81 16.00 5.68 4.43 2.48 16.50 5.76 4.50 2.19 17.00 5.83 4.57 2.03 17.50 5.89 4.63 1.91 18.00 5.95 4.69 1.79 18.50 6.01 4.74 1.68 19.00 6.06 4.79 1.56 19.50 6.11 4.84 1.45 20.00 6.15 4.88 1.33 20.50 6.19 4.92 1.23 21.00 6.23 4.96 1.19 21.50 6.27 5.00 1.16 22.00 6.31 5.04 1.14 22.50 6.35 5.07 1.11 23.00 6.39 5.11 1.09 23.50 6.42 5.15 1.07 24.00 6.46 5.18 1.05 24.50 6.46 5.18 0.56 25.00 6.46 5.18 0.08 25.50 6.46 5.18 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.00 6.46 5.18 0.00 26.50 6.46 5.18 0.00 27.00 6.46 5.18 0.00 27.50 6.46 5.18 0.00 28.00 6.46 5.18 0.00 28.50 6.46 5.18 0.00 29.00 6.46 5.18 0.00 29.50 6.46 5.18 0.00 30.00 6.46 5.18 0.00 30.50 6.46 5.18 0.00 31.00 6.46 5.18 0.00 31.50 6.46 5.18 0.00 32.00 6.46 5.18 0.00 32.50 6.46 5.18 0.00 33.00 6.46 5.18 0.00 33.50 6.46 5.18 0.00 34.00 6.46 5.18 0.00 34.50 6.46 5.18 0.00 35.00 6.46 5.18 0.00 35.50 6.46 5.18 0.00 36.00 6.46 5.18 0.00 36.50 6.46 5.18 0.00 37.00 6.46 5.18 0.00 37.50 6.46 5.18 0.00 38.00 6.46 5.18 0.00 38.50 6.46 5.18 0.00 39.00 6.46 5.18 0.00 39.50 6.46 5.18 0.00 40.00 6.46 5.18 0.00 40.50 6.46 5.18 0.00 41.00 6.46 5.18 0.00 41.50 6.46 5.18 0.00 42.00 6.46 5.18 0.00 42.50 6.46 5.18 0.00 43.00 6.46 5.18 0.00 43.50 6.46 5.18 0.00 44.00 6.46 5.18 0.00 44.50 6.46 5.18 0.00 45.00 6.46 5.18 0.00 45.50 6.46 5.18 0.00 46.00 6.46 5.18 0.00 46.50 6.46 5.18 0.00 47.00 6.46 5.18 0.00 47.50 6.46 5.18 0.00 48.00 6.46 5.18 0.00 48.50 6.46 5.18 0.00 49.00 6.46 5.18 0.00 49.50 6.46 5.18 0.00 50.00 6.46 5.18 0.00 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 10HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Pond 23P: 6" Min Orifice Inflow Area = 14.630 ac, 48.26% Impervious, Inflow Depth = 5.18" for 100 yr, 24-hour event Inflow = 55.30 cfs @ 12.32 hrs, Volume= 6.318 af Outflow = 3.59 cfs @ 14.52 hrs, Volume= 6.295 af, Atten= 94%, Lag= 132.5 min Primary = 3.59 cfs @ 14.52 hrs, Volume= 6.295 af Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 779.28' @ 14.52 hrs Surf.Area= 37,998 sf Storage= 169,640 cf Plug-Flow detention time= 586.5 min calculated for 6.289 af (100% of inflow) Center-of-Mass det. time= 585.0 min ( 1,396.5 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 772.00' 197,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 1 0 0 773.00 6,363 3,182 3,182 774.00 14,490 10,427 13,609 775.00 23,766 19,128 32,737 776.00 29,383 26,575 59,311 777.00 31,947 30,665 89,976 778.00 34,551 33,249 123,225 779.00 37,228 35,890 159,115 780.00 39,979 38,604 197,718 Device Routing Invert Outlet Devices #1 Primary 771.00'9.0" Round Culvert L= 180.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 771.00' / 770.05' S= 0.0053 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.44 sf #2 Device 1 772.50'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 777.10'14.7" x 14.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 779.50'20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.59 cfs @ 14.52 hrs HW=779.28' (Free Discharge) 1=Culvert (Barrel Controls 3.59 cfs @ 8.13 fps) 2=Orifice/Grate (Passes < 2.42 cfs potential flow) 3=Orifice/Grate (Passes < 10.67 cfs potential flow) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 11HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 23P: 6" Min Orifice Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.630 ac Peak Elev=779.28' Storage=169,640 cf 55.30 cfs 3.59 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/14/2020Prepared by TLF, Inc. Page 1HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 23P: 6" Min Orifice Primary Stage-Discharge Discharge (cfs) 2220181614121086420Elevation (feet)780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Broad-Crested Rectangular Weir Pond 23P: 6" Min Orifice Surface Storage Stage-Area-Storage Storage (cubic-feet) 180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 35,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 12HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 23P: 6" Min Orifice Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 772.00 0.00 1.00 0.00 0 772.00 0.00 2.00 0.00 0 772.00 0.00 3.00 0.00 0 772.00 0.00 4.00 0.03 21 772.08 0.00 5.00 0.21 443 772.37 0.00 6.00 0.42 1,495 772.68 0.10 7.00 0.66 2,602 772.90 0.37 8.00 0.92 3,770 773.09 0.55 9.00 1.37 5,487 773.30 0.70 10.00 1.97 8,722 773.62 0.88 11.00 3.48 14,513 774.06 1.08 12.00 22.25 34,929 775.09 1.45 13.00 14.14 154,011 778.86 3.50 14.00 4.62 168,774 779.26 3.59 15.00 3.14 169,222 779.27 3.59 16.00 2.48 166,440 779.20 3.57 17.00 2.03 161,605 779.07 3.55 18.00 1.79 155,771 778.91 3.51 19.00 1.56 149,239 778.73 3.47 20.00 1.33 142,031 778.53 3.43 21.00 1.19 134,245 778.32 3.38 22.00 1.14 126,345 778.09 3.33 23.00 1.09 118,465 777.86 3.28 24.00 1.05 110,612 777.63 3.22 25.00 0.08 101,203 777.35 3.16 26.00 0.00 92,231 777.07 1.97 27.00 0.00 85,247 776.85 1.91 28.00 0.00 78,447 776.63 1.86 29.00 0.00 71,834 776.42 1.81 30.00 0.00 65,410 776.21 1.76 31.00 0.00 59,181 776.00 1.70 32.00 0.00 53,150 775.79 1.65 33.00 0.00 47,324 775.57 1.59 34.00 0.00 41,713 775.36 1.53 35.00 0.00 36,326 775.15 1.46 36.00 0.00 31,175 774.93 1.40 37.00 0.00 26,275 774.71 1.32 38.00 0.00 21,651 774.48 1.24 39.00 0.00 17,332 774.24 1.15 40.00 0.00 13,362 773.98 1.05 41.00 0.00 9,797 773.71 0.93 42.00 0.00 6,711 773.43 0.78 43.00 0.00 4,217 773.15 0.60 44.00 0.00 2,498 772.89 0.34 45.00 0.00 1,680 772.73 0.14 46.00 0.00 1,332 772.65 0.06 47.00 0.00 1,161 772.60 0.04 48.00 0.00 1,061 772.58 0.02 49.00 0.00 1,004 772.56 0.01 50.00 0.00 966 772.55 0.01 24S Pond 25P 1.25 Overflow Routing Diagram for Pond Design 01-09-2020 Prepared by TLF, Inc., Printed 1/12/2020 HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 2HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 9.462 80 >75% Grass cover, Good, HSG D (24S) 8.825 98 Paved parking, HSG C (24S) 18.287 89 TOTAL AREA Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 3HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Pond Runoff = 69.13 cfs @ 12.32 hrs, Volume= 7.897 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr, 24-hour Rainfall=6.46" Area (ac) CN Description 8.825 98 Paved parking, HSG C 9.462 80 >75% Grass cover, Good, HSG D 18.287 89 Weighted Average 9.462 51.74% Pervious Area 8.825 48.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 300 0.0100 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.92" 4.7 196 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.3 496 Total Subcatchment 24S: Pond Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 yr 24-hour Rainfall=6.46" Runoff Area=18.287 ac Runoff Volume=7.897 af Runoff Depth=5.18" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=89 69.13 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 4HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 24S: Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.27 0.00 0.00 4.00 0.31 0.00 0.04 4.50 0.36 0.01 0.14 5.00 0.41 0.02 0.26 5.50 0.46 0.03 0.39 6.00 0.52 0.05 0.53 6.50 0.58 0.07 0.68 7.00 0.64 0.09 0.83 7.50 0.71 0.12 0.99 8.00 0.78 0.16 1.15 8.50 0.85 0.20 1.34 9.00 0.95 0.25 1.72 9.50 1.05 0.32 2.15 10.00 1.17 0.39 2.46 10.50 1.32 0.50 3.15 11.00 1.52 0.64 4.35 11.50 1.83 0.89 6.56 12.00 4.28 3.09 27.81 12.50 4.75 3.53 56.11 13.00 4.99 3.76 17.67 13.50 5.16 3.93 8.62 14.00 5.30 4.06 5.78 14.50 5.41 4.17 4.53 15.00 5.51 4.27 3.93 15.50 5.60 4.35 3.51 16.00 5.68 4.43 3.11 16.50 5.76 4.50 2.74 17.00 5.83 4.57 2.53 17.50 5.89 4.63 2.38 18.00 5.95 4.69 2.24 18.50 6.01 4.74 2.10 19.00 6.06 4.79 1.95 19.50 6.11 4.84 1.81 20.00 6.15 4.88 1.67 20.50 6.19 4.92 1.54 21.00 6.23 4.96 1.48 21.50 6.27 5.00 1.45 22.00 6.31 5.04 1.42 22.50 6.35 5.07 1.39 23.00 6.39 5.11 1.36 23.50 6.42 5.15 1.34 24.00 6.46 5.18 1.31 24.50 6.46 5.18 0.71 25.00 6.46 5.18 0.10 25.50 6.46 5.18 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.00 6.46 5.18 0.00 26.50 6.46 5.18 0.00 27.00 6.46 5.18 0.00 27.50 6.46 5.18 0.00 28.00 6.46 5.18 0.00 28.50 6.46 5.18 0.00 29.00 6.46 5.18 0.00 29.50 6.46 5.18 0.00 30.00 6.46 5.18 0.00 30.50 6.46 5.18 0.00 31.00 6.46 5.18 0.00 31.50 6.46 5.18 0.00 32.00 6.46 5.18 0.00 32.50 6.46 5.18 0.00 33.00 6.46 5.18 0.00 33.50 6.46 5.18 0.00 34.00 6.46 5.18 0.00 34.50 6.46 5.18 0.00 35.00 6.46 5.18 0.00 35.50 6.46 5.18 0.00 36.00 6.46 5.18 0.00 36.50 6.46 5.18 0.00 37.00 6.46 5.18 0.00 37.50 6.46 5.18 0.00 38.00 6.46 5.18 0.00 38.50 6.46 5.18 0.00 39.00 6.46 5.18 0.00 39.50 6.46 5.18 0.00 40.00 6.46 5.18 0.00 40.50 6.46 5.18 0.00 41.00 6.46 5.18 0.00 41.50 6.46 5.18 0.00 42.00 6.46 5.18 0.00 42.50 6.46 5.18 0.00 43.00 6.46 5.18 0.00 43.50 6.46 5.18 0.00 44.00 6.46 5.18 0.00 44.50 6.46 5.18 0.00 45.00 6.46 5.18 0.00 45.50 6.46 5.18 0.00 46.00 6.46 5.18 0.00 46.50 6.46 5.18 0.00 47.00 6.46 5.18 0.00 47.50 6.46 5.18 0.00 48.00 6.46 5.18 0.00 48.50 6.46 5.18 0.00 49.00 6.46 5.18 0.00 49.50 6.46 5.18 0.00 50.00 6.46 5.18 0.00 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 5HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Pond 25P: 1.25 Overflow Inflow Area = 18.287 ac, 48.26% Impervious, Inflow Depth = 5.18" for 100 yr, 24-hour event Inflow = 69.13 cfs @ 12.32 hrs, Volume= 7.897 af Outflow = 15.88 cfs @ 13.06 hrs, Volume= 7.704 af, Atten= 77%, Lag= 44.7 min Primary = 15.88 cfs @ 13.06 hrs, Volume= 7.704 af Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 779.88' @ 13.06 hrs Surf.Area= 39,654 sf Storage= 193,009 cf Plug-Flow detention time= 579.8 min calculated for 7.696 af (97% of inflow) Center-of-Mass det. time= 565.6 min ( 1,377.1 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 772.00' 197,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 1 0 0 773.00 6,363 3,182 3,182 774.00 14,490 10,427 13,609 775.00 23,766 19,128 32,737 776.00 29,383 26,575 59,311 777.00 31,947 30,665 89,976 778.00 34,551 33,249 123,225 779.00 37,228 35,890 159,115 780.00 39,979 38,604 197,718 Device Routing Invert Outlet Devices #1 Primary 771.00'9.0" Round Culvert L= 180.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 771.00' / 770.05' S= 0.0053 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.44 sf #2 Device 1 772.50'5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 777.10'14.7" x 14.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 779.50'20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=15.79 cfs @ 13.06 hrs HW=779.88' (Free Discharge) 1=Culvert (Barrel Controls 3.72 cfs @ 8.41 fps) 2=Orifice/Grate (Passes < 1.76 cfs potential flow) 3=Orifice/Grate (Passes < 12.05 cfs potential flow) 4=Broad-Crested Rectangular Weir (Weir Controls 12.08 cfs @ 1.58 fps) Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 6HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 25P: 1.25 Overflow Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=18.287 ac Peak Elev=779.88' Storage=193,009 cf 69.13 cfs 15.88 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/14/2020Prepared by TLF, Inc. Page 1HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Pond 25P: 1.25 Overflow Primary Stage-Discharge Discharge (cfs) 2220181614121086420Elevation (feet)780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Broad-Crested Rectangular Weir Pond 25P: 1.25 Overflow Surface Storage Stage-Area-Storage Storage (cubic-feet) 180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 35,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 01-09-2020 Printed 1/12/2020Prepared by TLF, Inc. Page 7HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 25P: 1.25 Overflow Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 772.00 0.00 1.00 0.00 0 772.00 0.00 2.00 0.00 0 772.00 0.00 3.00 0.00 0 772.00 0.00 4.00 0.04 27 772.09 0.00 5.00 0.26 554 772.42 0.00 6.00 0.53 1,809 772.75 0.15 7.00 0.83 3,281 773.02 0.36 8.00 1.15 5,277 773.28 0.50 9.00 1.72 8,236 773.58 0.61 10.00 2.46 13,411 773.99 0.74 11.00 4.35 22,136 774.51 0.88 12.00 27.81 49,654 775.66 1.13 13.00 17.67 192,800 779.88 15.62 14.00 5.78 185,196 779.68 7.52 15.00 3.93 180,935 779.57 4.74 16.00 3.11 178,567 779.51 3.73 17.00 2.53 175,433 779.43 3.62 18.00 2.24 171,020 779.32 3.60 19.00 1.95 165,670 779.17 3.57 20.00 1.67 159,407 779.01 3.53 21.00 1.48 152,352 778.82 3.49 22.00 1.42 145,083 778.62 3.45 23.00 1.36 137,766 778.41 3.40 24.00 1.31 130,409 778.21 3.36 25.00 0.10 121,029 777.94 3.29 26.00 0.00 109,399 777.59 3.21 27.00 0.00 98,373 777.26 2.45 28.00 0.00 92,269 777.07 1.37 29.00 0.00 87,375 776.92 1.35 30.00 0.00 82,570 776.77 1.32 31.00 0.00 77,854 776.61 1.30 32.00 0.00 73,228 776.46 1.27 33.00 0.00 68,693 776.31 1.25 34.00 0.00 64,251 776.17 1.22 35.00 0.00 59,903 776.02 1.19 36.00 0.00 55,649 775.87 1.17 37.00 0.00 51,493 775.73 1.14 38.00 0.00 47,438 775.58 1.11 39.00 0.00 43,486 775.43 1.08 40.00 0.00 39,640 775.28 1.05 41.00 0.00 35,905 775.13 1.02 42.00 0.00 32,284 774.98 0.99 43.00 0.00 28,781 774.83 0.96 44.00 0.00 25,405 774.67 0.92 45.00 0.00 22,164 774.51 0.88 46.00 0.00 19,068 774.34 0.84 47.00 0.00 16,132 774.17 0.79 48.00 0.00 13,369 773.98 0.74 49.00 0.00 10,802 773.79 0.68 50.00 0.00 8,453 773.60 0.62 Description:Badger Fielld House Reviewing Entity: Job #: Date:09/04/19 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.93 Impervious Area 7.35 Area 8.28 I = 89% (%) Rv = 0.84891304 Qa=0.85 (in.) CALCULATED CNwq CNwq =99 2019199 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Type II 24-hr WQV, 1 in. 24-hour Rainfall=1.00"Pond Design 9-4-2019 Printed 11/1/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Water Quality Runoff = 10.02 cfs @ 12.01 hrs, Volume= 0.572 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr WQV, 1 in. 24-hour Rainfall=1.00" Area (ac) CN Description * 8.290 99 8.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 7S: Water Quality Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr WQV 1 in. 24-hour Rainfall=1.00" Runoff Area=8.290 ac Runoff Volume=0.572 af Runoff Depth>0.83" Tc=10.0 min CN=99 10.02 cfs Type II 24-hr WQV, 1 in. 24-hour Rainfall=1.00"Pond Design 9-4-2019 Printed 11/1/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-22 s/n 10212 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 7S: Water Quality Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.01 0.06 5.25 0.07 0.01 0.07 5.50 0.07 0.02 0.08 5.75 0.08 0.02 0.08 6.00 0.08 0.02 0.09 6.25 0.08 0.03 0.09 6.50 0.09 0.03 0.10 6.75 0.09 0.03 0.11 7.00 0.10 0.03 0.11 7.25 0.10 0.04 0.12 7.50 0.11 0.04 0.12 7.75 0.11 0.05 0.13 8.00 0.12 0.05 0.13 8.25 0.13 0.05 0.14 8.50 0.13 0.06 0.16 8.75 0.14 0.06 0.18 9.00 0.15 0.07 0.20 9.25 0.15 0.08 0.22 9.50 0.16 0.08 0.22 9.75 0.17 0.09 0.23 10.00 0.18 0.10 0.26 10.25 0.19 0.11 0.30 10.50 0.20 0.12 0.35 10.75 0.22 0.13 0.41 11.00 0.24 0.15 0.49 11.25 0.26 0.17 0.62 11.50 0.28 0.19 0.80 11.75 0.39 0.29 2.83 12.00 0.66 0.56 9.99 12.25 0.71 0.60 2.05 12.50 0.73 0.63 1.01 12.75 0.76 0.65 0.69 13.00 0.77 0.66 0.57 13.25 0.79 0.68 0.48 13.50 0.80 0.69 0.42 13.75 0.81 0.70 0.37 14.00 0.82 0.71 0.33 14.25 0.83 0.72 0.30 14.50 0.84 0.73 0.29 14.75 0.85 0.74 0.27 15.00 0.85 0.74 0.26 15.25 0.86 0.75 0.24 15.50 0.87 0.76 0.23 15.75 0.87 0.76 0.21 16.00 0.88 0.77 0.20 16.25 0.89 0.78 0.19 16.50 0.89 0.78 0.18 16.75 0.90 0.79 0.18 17.00 0.90 0.79 0.17 17.25 0.91 0.80 0.17 17.50 0.91 0.80 0.16 17.75 0.92 0.81 0.16 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 0.92 0.81 0.15 18.25 0.93 0.81 0.15 18.50 0.93 0.82 0.14 18.75 0.93 0.82 0.14 19.00 0.94 0.83 0.13 19.25 0.94 0.83 0.13 19.50 0.95 0.83 0.12 19.75 0.95 0.84 0.12 20.00 0.95 0.84 0.11 Description:Badger Fielld HouseReviewing Entity:Job #:Date:10-yrEntity DataMatch Invert-INLET CASTING TO INLET CASTING INLETDROPc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET Q CUM. QU.S. D.S. U.S. D.S. U.S. D.S(ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft)(ft)101 102210.00RCP0.833.30 - -2.73 2.73 2.735.005.00 6.12 6.12 16.69 16.6924 0.550.013 16.78 99% 5.34 1.63 6.09 0.66782.74782.59 777.99 777.44 2.50 2.90102 103220.00RCP0.790.87 - -0.68 0.68 3.415.005.66 6.12 6.00 4.19 20.4830 0.260.013 20.91 98% 4.26 2.00 4.86 0.86782.59782.59 777.30 776.92 2.50 2.880.14103 10478.00RCP0.761.03 - -0.79 0.79 4.205.006.52 6.12 5.85 4.81 24.5530 0.370.013 24.95 98% 5.08 2.01 5.79 0.26782.59783.22 776.81 776.50 2.99 3.930.11104 105151.00RCP------4.205.006.776.125.80-24.35300.370.01324.9598%5.082.005.790.50783.22782.92776.40775.874.034.260.10200 201238.00RCP0.850.51 - -0.43 0.43 0.435.005.00 6.12 6.12 2.65 2.6515 0.230.013 3.08 86% 2.51 0.90 2.82 1.58782.05781.52 777.60 777.06 3.01 3.02201 202128.00RCP0.820.44 - -0.36 0.36 0.795.006.58 6.12 5.84 2.21 4.6418 0.200.013 4.73 98% 2.68 1.20 3.05 0.80781.52783.46 776.81 776.55 3.00 5.200.25202 203224.00RCP0.900.08 - -0.07 0.07 0.875.007.38 6.12 5.69 0.44 4.9318 0.230.013 5.06 97% 2.86 1.20 3.26 1.30783.46783.29 776.44 775.92 5.31 5.660.11202A 20275.00RCP0.200.06 - -0.01 0.01 0.015.005.00 6.12 6.12 0.07 0.0712 0.300.013 1.95 4% 2.48 0.13 1.19 0.50782.52783.46 776.36 775.93 5.00 6.36203 204235.00RCP0.781.38 - -1.07 1.07 1.945.008.68 6.12 5.46 6.56 10.5824 0.230.013 10.74 98% 3.42 1.61 3.90 1.15783.29782.02 775.81 775.28 5.23 4.490.11204 105236.00RCP0.760.73 - -0.56 0.56 2.505.009.83 6.12 5.25 3.41 13.1124 0.350.013 13.33 98% 4.24 1.61 4.84 0.93782.02782.92 775.18 774.36 4.59 6.310.10105 BMP13.00HDPE-- - -- - 6.705.0010.75 6.12 5.15 - 34.4530 1.150.012 47.73 72% 9.72 1.57 10.59 0.02782.92779.76 774.12 773.97 6.01 3.000.24BMP Out18.00RCP------6.705.0010.786.125.14-34.44300.730.01335.0598%7.142.018.140.04779.76-773.87773.803.10-0.10301 RD134.00PVC--0.900.220.20 - 0.205.005.00 6.12 6.12 - 1.2110 1.000.011 2.59 47% 4.75 0.40 4.67 0.12783.00- 779.99 779.65 2.02 -302 RD212.00PVC--0.900.720.65 - 0.655.005.00 6.12 6.12 - 3.9715 1.000.011 7.63 52% 6.22 0.64 6.28 0.03783.00- 779.82 779.70 1.74 -303 RD312.00PVC--0.900.810.73 - 0.735.005.00 6.12 6.12 - 4.4615 1.000.011 7.63 58% 6.22 0.69 6.46 0.03783.00- 779.82 779.70 1.74 -401 RD420.00PVC--0.900.080.07 - 0.075.005.00 6.12 6.12 - 0.448 1.000.011 1.43 31% 4.09 0.25 3.60 0.08783.00- 779.40 779.20 2.79 -402 RD524.00PVC--0.901.111.00 - 1.005.005.00 6.12 6.12 - 6.1118 1.000.011 12.41 49% 7.03 0.74 7.00 0.06783.00- 780.59 780.35 0.70 -403 RD629.00PVC--0.900.570.51 - 0.515.005.00 6.12 6.12 - 3.1415 0.500.011 5.40 58% 4.40 0.68 4.56 0.11783.00- 779.25 779.10 2.32 -501 Out275.00RCP0.301.78--0.53 0.53 0.5310.0010.00 5.22 5.22 2.79 2.7915 0.500.013 4.57 61% 3.72 0.71 3.91 1.23783.00- 778.50 777.12 3.06 -TRAVEL TIMEDIRECT TO INLETFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NSTR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2019199COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYELEV.ELEV.FULL FLOW VELOCITY02/18/20(in/hr)Design Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOW Badger Fielld House 2/18/2020 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.20 80 Pavement 0.85 98 Roof Area Pervious Area Pavement Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)C CN 101 101 0.22 0.11 2.95 3.30 0.83 97 102 102 0.72 0.14 0.01 0.87 0.79 95 103 103 0.81 0.20 0.02 1.03 0.76 95 104 104 0.00 0.00 0.00 - - - 200 200 0.00 0.00 0.51 0.51 0.85 98 201 201 0.00 0.02 0.42 0.44 0.82 97 202 202 0.08 0.00 0.00 0.08 0.90 98 202A 202A 0.00 0.06 0.00 0.06 0.20 80 203 203 1.11 0.24 0.03 1.38 0.78 95 204 204 0.57 0.14 0.02 0.73 0.76 95 105 105 0.00 0.00 0.00 - - - BMP BMP 0.00 0.00 0.00 - - - 301 301 0.22 0.00 0.00 0.22 0.90 98 302 302 0.72 0.00 0.00 0.72 0.90 98 303 303 0.81 0.00 0.00 0.81 0.90 98 401 401 0.08 0.00 0.00 0.08 0.90 98 402 402 1.11 0.00 0.00 1.11 0.90 98 403 403 0.57 0.00 0.00 0.57 0.90 98 501 501 0.00 1.78 0.00 1.78 0.20 80 Runoff Coefficient and Runoff Curve Number Calculation Job Information City of Carmel 2019199 Basin Structure Description: Entity: Job #: Date: Job Information Description: Reviewing Entity:City of Carmel Job #:2019199 Date:02/18/20 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR. STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO. TYPE TYPE (ft) (ft) (acres) (min) (in/hr) (cfs) (ft) (ft) (ft) 101 TYPE ''J'' INLET R-3455-C 2.50 4.75 0.83 3.30 5.00 6.12 16.69 7.11 1.01 7.11 102 TYPE ''J'' MANHOLE R-4342 2.50 5.29 0.79 0.87 5.00 6.12 4.19 0.76 0.58 0.76 103 TYPE ''J'' MANHOLE R-4342 2.99 5.78 0.76 1.03 5.00 6.12 4.81 1.00 0.64 1.00 104 TYPE ''J'' MANHOLE R-1772 4.03 6.82 - - - - - - - 0.00 200 TYPE ''J'' INLET R-3455-C 3.01 4.45 0.85 0.51 5.00 6.12 2.65 0.18 0.32 0.32 201 TYPE ''M'' INLET R-3455-C 3.00 4.71 0.82 0.44 5.00 6.12 2.21 0.12 0.28 0.28 202 TYPE ''C'' MANHOLE R-4342 5.31 7.02 0.90 0.08 5.00 6.12 0.44 0.01 0.14 0.14 202A TYPE ''C'' MANHOLE R-3472 5.00 6.16 0.20 0.06 5.00 6.12 0.07 0.00 0.04 0.04 203 TYPE ''C'' MANHOLE R-4342 5.23 7.48 0.78 1.38 5.00 6.12 6.56 1.86 0.77 1.86 204 TYPE ''C'' MANHOLE R-4342 4.59 6.84 0.76 0.73 5.00 6.12 3.41 0.50 0.51 0.51 105 TYPE ''J'' MANHOLE R-1772 6.01 8.80 - - - - - - - 0.00 BMP TYPE ''J'' MANHOLE R-1772 3.10 5.89 - - - - - - - 0.00 301 TYPE ''A'' INLET R-1772 1.74 3.01 - - - - - - - 0.00 302 TYPE ''E'' INLET R-1772 1.74 3.18 - - - - - - - 0.00 303 TYPE ''E'' INLET R-1772 2.79 3.18 - - - - - - - 0.00 401 TYPE ''A'' INLET R-1772 0.70 3.60 - - - - - - - 0.00 402 TYPE ''E'' INLET R-1772 2.32 2.41 - - - - - - - 0.00 403 TYPE ''E'' INLET R-1772 3.06 3.76 - - - - - - - 0.00 501 TYPE ''E'' INLET R-4215-C 3.06 4.50 0.30 1.78 10.00 5.22 2.79 0.12 0.30 0.30 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Badger Fielld House Intensity Calculation Method: n L P2 s T T T (rounded) (ft)(in.)(ft/ft)(hr.)(min.)(min.) Str. 101 0.013 296 2.64 0.01 0.08 4.62 5 Str. 102 0.011 171 2.64 0.01 0.05 2.70 5 Str. 103 0.011 204 2.64 0.01 0.05 3.11 5 Str. 204 0.011 221 2.64 0.01 0.06 3.32 5 Str. 203 0.011 317 2.64 0.01 0.07 4.43 5 Str. 202A 0.011 58 2.64 0.01 0.02 1.14 5 Str. 202 0.011 61 2.64 0.01 0.02 1.19 5 Str. 201 0.015 155 2.64 0.02 0.04 2.43 5 Str. 200 0.015 125 2.64 0.02 0.03 2.04 5 Str. 501 0.011 550 2.64 0.01 0.11 6.88 7 Sheet Flow Time of Concentration Calculations Description:Badger Fielld HouseEntity:City of CarmelJob #:2019199Date:02/18/2010-yr10-yrPond Discharge 4.39Entity Data(dc+D)/2Structure CoefficientINTENSITY(ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.)102 101 777.44 779.44 779.18 779.92 5.00 6.12 16.69 24 0.55 2.742 4.505 0.609 1.630 1.473 6.09 210 0.013 1.149 - 0.10 0.10 0.10 0.10 - 1.25 4.86 - 0.719 1.868 781.78 782.74 779.99103 102 776.92 779.42 778.94 779.24 5.66 6.00 20.48 30 0.26 4.217 5.545 0.761 2.004 1.537 4.86 220 0.013 0.569 6.09 1.10 1.10 1.10 1.10 - 0.50 5.79 - 0.105 0.674 779.92 782.59 779.80104 103 776.50 779.00 778.59 778.88 6.52 5.85 24.55 30 0.37 4.237 5.570 0.761 2.013 1.688 5.79 78 0.013 0.287 4.86 2.10 2.10 2.10 2.10 - 0.50 5.79 - 0.078 0.365 779.24 782.59 779.31105 104 775.87 778.37 777.96 778.32 6.77 5.80 24.35 30 0.37 4.204 5.529 0.760 1.997 1.681 5.79 151 0.013 0.556 5.79 3.10 3.10 3.10 3.10 - 0.50 10.59 - 0.000 0.556 778.88 783.22 778.90201 200 777.06 778.31 778.01 780.56 5.00 6.12 2.65 15 0.23 0.941 2.523 0.373 0.895 0.653 2.82 238 0.013 0.537 - 4.10 4.10 4.10 4.10 - 1.25 3.05 - 0.154 0.691 781.25 782.05 778.85202 201 776.55 778.05 777.71 780.29 6.58 5.84 4.64 18 0.20 1.518 3.327 0.456 1.202 0.827 3.05 128 0.013 0.259 2.82 5.10 5.10 5.10 5.10 - 0.50 3.26 - 0.011 0.269 780.56 781.52 778.31202 202A 775.93 776.93 776.49 780.29 5.00 6.12 0.07 12 0.30 0.062 0.745 0.083 0.133 0.110 1.19 75 0.013 0.224 - 7.10 7.10 7.10 7.10 - 1.25 3.26 - 0.027 0.251 780.54 782.52 777.36203 202 775.92 777.42 777.10 779.76 7.38 5.69 4.93 18 0.23 1.511 3.312 0.456 1.196 0.854 3.26 224 0.013 0.517 3.05 6.10 6.10 6.10 6.10 - 0.50 3.90 - 0.010 0.527 780.29 783.46 777.94204 203 775.28 777.28 776.86 779.20 8.68 5.46 10.58 24 0.23 2.714 4.461 0.609 1.613 1.165 3.90 235 0.013 0.527 3.26 7.10 7.10 7.10 7.10 - 0.50 4.84 - 0.035 0.562 779.76 783.29 777.81105 204 774.36 776.36 776.01 778.32 9.83 5.25 13.11 24 0.35 2.710 4.453 0.609 1.610 1.303 4.84 236 0.013 0.816 3.90 8.10 8.10 8.10 8.10 - 0.50 10.59 - 0.064 0.879 779.20 782.02 777.18BMP 105 773.97 776.47 776.22 777.56 10.75 5.15 34.45 30 1.15 3.254 4.581 0.710 1.573 1.994 10.59 13 0.012 0.149 5.79 9.10 9.10 9.10 9.10 - 0.50 8.14 - 0.610 0.759 778.32 782.92 776.62Out BMP 773.80 776.30 776.05 776.05 10.78 5.14 34.44 30 0.73 4.232 5.563 0.761 2.011 1.994 8.14 18 0.013 0.131 10.59 10.10 10.10 10.10 10.10 1.00 0.50 - 1.028 0.356 1.515 777.56 779.76 776.37RD1 301 779.65 780.48 780.31 780.31 5.00 6.12 1.21 10 1.00 0.260 1.277 0.203 0.401 0.491 4.67 34 0.011 0.338 - 11.10 11.10 11.10 11.10 1.00 1.25 - 0.338 0.423 1.099 781.41 783.00 780.82RD2 302 779.70 780.95 780.73 780.73 5.00 6.12 3.97 15 1.00 0.631 1.992 0.317 0.639 0.806 6.28 12 0.011 0.119 - 12.10 12.10 12.10 12.10 1.00 1.25 - 0.612 0.766 1.497 782.23 783.00 781.07RD3 303 779.70 780.95 780.75 780.75 5.00 6.12 4.46 15 1.00 0.690 2.087 0.331 0.687 0.856 6.46 12 0.011 0.119 - 13.10 13.10 13.10 13.10 1.00 1.25 - 0.648 0.810 1.578 782.33 783.00 781.07RD4 401 779.20 779.87 779.69 779.69 5.00 6.12 0.44 8 1.00 0.122 0.887 0.138 0.254 0.310 3.60 20 0.011 0.199 - 14.10 14.10 14.10 14.10 1.00 1.25 - 0.202 0.252 0.653 780.34 783.00 780.07RD5 402 780.35 781.85 781.58 781.58 5.00 6.12 6.11 18 1.00 0.874 2.343 0.373 0.743 0.955 7.00 24 0.011 0.239 - 15.10 15.10 15.10 15.10 1.00 1.25 - 0.760 0.951 1.950 783.53 783.00 782.09RD6 403 779.10 780.35 780.08 780.08 5.00 6.12 3.14 15 0.50 0.688 2.083 0.330 0.685 0.713 4.56 29 0.011 0.144 - 16.10 16.10 16.10 16.10 1.00 1.25 - 0.323 0.404 0.872 780.95 783.00 780.50Out 501 777.12 778.37 778.08 778.08 10.00 5.22 2.79 15 0.50 0.714 2.125 0.336 0.705 0.670 3.91 275 0.013 1.368 - 17.10 17.10 17.10 17.10 1.00 1.25 - 0.237 0.296 1.901 779.98 783.00 779.75Intensity Calculation Method:Starting Elevation:Calculation Method:PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONSJob InformationDesign ParametersDesign Storm:D.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAUPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETERHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSS "A" LOSS "B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TOR Indoor Facility at Badger Fields Drainage Report Page 9 February 18, 2020 General Information Appendix Description:Badger Fielld House Reviewing Entity:City of Carmel Job #:2019199 Date:01/13/20 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.10 60 1 1.54 1.80 2.03 2.38 2.68 2.69 120 2 0.83 0.95 1.11 1.37 1.60 1.67 180 3 0.59 0.72 0.84 1.04 1.22 1.25 360 6 0.35 0.43 0.50 0.62 0.72 0.72 720 12 0.20 0.24 0.29 0.35 0.41 0.39 1440 24 0.11 0.14 0.16 0.20 0.23 0.21 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.05 60 1 1.54 1.80 2.03 2.38 2.68 2.69 120 2 1.66 1.90 2.22 2.74 3.20 3.33 180 3 1.77 2.16 2.52 3.12 3.66 3.74 360 6 2.10 2.58 3.00 3.72 4.32 4.31 720 12 2.40 2.88 3.48 4.20 4.92 4.68 1440 24 2.64 3.36 3.84 4.80 5.52 5.11 Job Information RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS belowIf yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIREDAUTOS ONLY 01/10/2020 SterlingRisk 135 Crossways Park Drive P.O. Box 9017 Woodbury NY 11797 800-767-7837 516-487-0372 request@sterlingrisk.com Arch Insurance Company 11150 TLFINC0-01 TLF, Inc. 3901 W. 86th St., Suite 200 Indianapolis IN 46268 611767588 A Professional Liability PAAEP0004304 6/29/2019 6/29/2020 $2,000,000 $2,000,000 Limit each claim Aggregate Informational Purposes Only Waiver Requests This project is requesting two waivers from the Carmel Storm Water Ordinance. Waiver #1 The ordinance requires there to be a stabilized access path to the SWQU. The aim for this is for maintenance to be performed on the SWQU. This project would like this stabilized access to be waived. The SWQU is placed behind (to the west) of the building. There is a proposed stabilized gravel access path from the northwest corner of the building to the SWQU. There is not a stabilized path from the parking lot to this gravel path. The owner would prefer not to have a hard surface near the outdoor athletic fields for safety and aesthetics. The O&M manual describes what needs to be done when access is needed to the SWQU. The O&M directs the owner to perform the scheduled maintenance to the SWQU during dry conditions and to place structural matting down from the parking lot to the gravel path for access. Waiver #2 The ordinance requires there to be a flood path for storm water to be routed to the detention pond if all the inlets or pipes become clogged. This project would like this to be waived only for a portion of the site. The proposed parking lot to the east of the proposed building drains from north to south. This is how the existing topography currently drains. Just to the south of the proposed site the topography becomes significantly steeper. Both of these factors mean that to comply with the ordinance the southeast corner of the site would need to be raised significantly. This would require the building to also be raised. The storm water would then need to drain north and then west around the building bringing this storm water near the building. There would be concerns this could cause the building to flood. The project has also added a new structure at the southeast corner. This structure will only be needed if flooding occurs and not during normal storm events and conditions. This structure would pick up the flood runoff from the parking lot and take it to the detention basin. ™ Phone (888) 344-9044 Fax (423) 826-21122733 Kanasita Drive, Suite 111, Chattanooga, TN 37343STORMWATER TREATMENT SOLUTIONS www.aquashieldinc.comAqua-Swirl Concentrator Model AS-10 BYP HDPE Standard DetailAS-10 STD03/20/15Scale:Drawn By:Document:Date:JCW1:30U.S. Patent No. 6524473 and other Patent PendingAqua-Swirl High Density Polyethylene (HDPE)Stormwater Treatment System4 1/2" [114 mm]1/2" [13 mm]1" [25 mm]Manhole Frame & Cover DetailNTSFor Non-Traffic Areas OnlySoil1" [25 mm]Unless other traffic barriers are present,bollards shall be placed around access riser(s)in non-traffic areas to prevent inadvertentloading by maintenance vehicles.SoilPlace small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.RiserFrameCover48" [1219 mm] Min.12" [305 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.Backfill (90%Proctor Density)ConcreteConcrete8" [203 mm]Gravel BackfillGravel BackfillAAInletOutletPlan ViewInternal BafflesOctagonal Base PlatePipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.Structural RailRiserGrade (Rim)Manhole Frame andCover by Manufacturer.(See Details)Rim elevations to match finishedgrade. HDPE risers can be fieldcut by Contractor.Swirl Inlet/OutletStructural RailInternalBafflesSTORMWATER TREATMENT SOLUTIONSPhone (888) 344-9044 www.aquashieldinc.com™Section A-ABackfill(Sand orCrushedStone)BeddingUndisturbed SoilGravel Backfill shall extend atleast 2 feet [610 mm] outwardfrom Swirl Concentrator and forthe full height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MH DetailBelow)* Please see accompanied Aqua-Swirl specification notes.* See Site Plan for actual system orientation.**Orientation may vary from 90°, 180°, orcustom angles to meet site conditions.4 1/2" [114 mm]Gravel Backfill1/2" [13 mm]1" [25 mm]Manhole Frame & Cover DetailNTSFor H-20 Traffic Loading AreasConcretePaving1" [25 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer oftraffic loading from manholecover to concrete slab.Backfill (90%Proctor Density)Support and Levelmanhole frame withconcrete pad. DO NOTallow manhole frame torest upon HDPE riser.RiserFrameCoverGravel BackfillConcretePaving3" [76 mm] Typ.12" [305 mm]12" [305 mm]If traffic loading (H-20) is required or anticipated, a concretepad must be placed over the entire Stormwater TreatmentSystem per concrete design as calculated by Engineer.Sample details of concrete pad available upon request. VARIES LEGENDLEGENDLEGENDSLOPE STABILIZATION NATIVE SEED MIXDETENTION BASIN NATIVE SEED MIXLEGENDLEGENDDETENTION BASIN SEED MIX - SEE BASIN SEEDMIX TABLE BELOWSLOPE STABILIZATION SEED MIX - SEEBASIN SEED MIX TABLE BELOWSLOPE STABILIZATION SEED MIX - SEEBASIN SEED MIX TABLE BELOW100YR EL = 779.39' (DESIGN)100YR EL = 779.28' (6" ORIFICE)10YR EL = 777.08' (DESIGN)10YR EL = 776.84' (6" ORIFICE)DO NOTMOWNATIVEVEGETATIONPROTECTIVE SIGN DETAILBASIN CROSS-SECTION BASIN SEED MIXDETENTION BASIN SEED MIXSEED WITH EQUAL PARTS STORMWATER SEED MIX AND ECONOMY PRAIRIE SEED MIX AT A RATE OF 35 PLS POUNDS PER ACRE.SLOPE STABILIZATION SEED MIXSEED WITH SLOPE STABILIZATION SEED MIX AT A RATE OF 60 PLS POUNDS PER ACRE. ADD 14 ACRE OF NATIVE WILDFLOWER SEEDMIX TO 1 ACRE OF THE SLOPE STABILIZATION SEED MIX. REFER TO EROSION CONTROL PLAN FOR REQUIRED EROSION CONTROLBLANKET.SEED MIXES AVAILABLE FROM:CARDNO NATIVE PLANT NURSERY (OR APPROVED EQUAL)128 WALKERTON, INDIANA574-586-2412INSTALL SEED MIX PER CARDNO INSTALLATION AND MAINTENANCE GUIDELINES.SLOPE STABILIZATION SEED MIXNATIVE WILDFLOWER SEED MIXSTORMWATER SEED MIXECONOMY PRAIRIE SEED MIXPLANTING LIST FOR DRY BASINWITH NATIVE VEGETATIONNative Vegetation Maintenance*Stormwater control facilities are, in effect, water body buffers in which pesticides and fertilizer arenot used. Use mechanical methods to control weeds. Pesticides, herbicides, and fertilizers are notused in stormwater control facilities.Trees should not be allowed to grow on emergency overflows and stormwater berms that are over4 feet high. Trees can block flows and roots can lead to berm failure. Remove any trees. Removelarger roots (where the base of the tree is greater than 4 inches) and restore the berm.Native vegetation to be cut back and cuttings removed each fall. Replant as necessary eachspring.