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Drainage Report 09-12-19
DRAINAGE REPORT For Indoor Facility at Badger Fields for Clay Township July 17, 2019 Revised September 12, 2019 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 September 12, 2019 TABLE OF CONTENTS Project Narrative · Overview Page 3 · Existing Conditions Page 3 · Proposed Conditions Page 3 · Calculation Methods Page 4 Maps Appendix · Location Map · Delineation Map · Flood FIRM Map · Soils Map Calculations Appendix · HydroCAD Results · Storm Pipe Results General Reference Appendix · Rainfall Data · Aqua-Swirl Manual Indoor Facility at Badger Fields Drainage Report Page 3 September 12, 2019 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 detention pond. 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. 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 drainage area is 13.4 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 The project will disturb approximately 11.2 acres. 2.2 acres from the existing site drains to the south for a total drainage area of 13.4 acres. The 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 and then the proposed parking to the east of that. The proposed parking will join the existing parking north of the project. The detention pond will be on the west side of the building. With these additions the impervious area increases by 4.5 acres. New stormwater inlets and pipes will collect water from the parking lot, building roof, and site around the building and drain west to the pond. There will be an Aqua-Swirl A10 Stormwater Quality Unit (SWQU) prior to the water discharging to the pond. The pond will also be planted with wetland grasses to act as a second treatment to the SWQU. The pond will discharge to the south. Indoor Facility at Badger Fields Drainage Report Page 4 September 12, 2019 As required in the Carmel Stormwater Technical Standards Manual the detention was sized to discharge 0.1 cfs/acre for a 10 year storm and 0.3 cfs/acre for a 100 year storm. Please see chart below showing discharge flow rates for the 10 year and 100 year storm events are below the calculated allowable release rates. Storm Event Area (acres) Requirements Allowable Release Rate (cfs) Calculated Release Rate (cfs) 10 year 11.2 0.1 cfs/acre 1.10 1.20 100 year 11.2 0.3 cfs/acre 3.30 1.60 See storm pipe capacity, velocity, grate capacity, HGL, weighted curve number, flow, and discharge calculations and results in the Calculations 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. 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 5 September 12, 2019 Maps Appendix Indoor Facility at Badger Fields Drainage Report Page 6 September 12, 2019 Location Map Project Location TA = 45,045 Sft (1.03 ac.) C = 0.76 (CN = 93) Tc = 5 min. TA = 37,972 Sft (0.87 ac.) C = 0.79 (CN = 94) Tc = 5 min. TA = 143,644 Sft (3.30ac.) C = 0.83 (CN = 97) Tc = 5 Min. TA = 20,177 Sft (0.46 ac.) C = 0.89 (CN = 98) Tc = 5 min.TA = 60,019 Sft (1.38 ac.) C = 0.77 (CN = 93) Tc = 5 min. TA = 31,787 Sft (0.73 ac.) C = 0.76 (CN = 93) Tc = 5 min. AREA - BYPASS TA = 218,807 Sft (5.02 ac.) AREA 103 AREA 102 AREA 101 AREA 200 AREA 203 AREA 204 TA = 19,327 Sft (0.44 ac.) C = 0.86 (CN = 97) Tc = 5 min. AREA 201 TA = 3,605 Sft (0.08 ac.) C = 0.87 (CN = 97) Tc = 5 min. AREA 202 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 7 July 17, 2019 Calculations Appendix 9S Pond 7/9 10P Detention Pond Routing Diagram for Pond Design 7-9-2019 Prepared by TLF, Inc., Printed 7/17/2019 HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 1HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 13.400 84 (9S) 13.400 84 TOTAL AREA Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 2HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Pond 7/9 Runoff = 22.25 cfs @ 12.33 hrs, Volume= 2.275 af, Depth> 2.04" 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 10 yr, 24-hour Rainfall=3.83" Area (ac) CN Description * 13.400 84 13.400 100.00% Pervious 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 9S: Pond 7/9 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 yr 24-hour Rainfall=3.83" Runoff Area=13.400 ac Runoff Volume=2.275 af Runoff Depth>2.04" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=84 22.25 cfs Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 3HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 9S: Pond 7/9 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.24 0.00 0.00 5.25 0.26 0.00 0.00 5.50 0.27 0.00 0.00 5.75 0.29 0.00 0.00 6.00 0.31 0.00 0.00 6.25 0.32 0.00 0.00 6.50 0.34 0.00 0.00 6.75 0.36 0.00 0.00 7.00 0.38 0.00 0.00 7.25 0.40 0.00 0.00 7.50 0.42 0.00 0.00 7.75 0.44 0.00 0.02 8.00 0.46 0.00 0.04 8.25 0.48 0.01 0.06 8.50 0.51 0.01 0.08 8.75 0.53 0.01 0.12 9.00 0.56 0.02 0.16 9.25 0.59 0.02 0.21 9.50 0.62 0.03 0.26 9.75 0.66 0.03 0.30 10.00 0.69 0.04 0.35 10.25 0.73 0.06 0.43 10.50 0.78 0.07 0.53 10.75 0.84 0.09 0.66 11.00 0.90 0.11 0.83 11.25 0.98 0.14 1.07 11.50 1.08 0.19 1.44 11.75 1.48 0.40 2.24 12.00 2.54 1.15 7.78 12.25 2.70 1.28 21.05 12.50 2.82 1.37 18.67 12.75 2.89 1.43 10.38 13.00 2.96 1.48 6.22 13.25 3.01 1.53 4.18 13.50 3.06 1.57 3.15 13.75 3.10 1.60 2.57 14.00 3.14 1.63 2.16 14.25 3.18 1.66 1.90 14.50 3.21 1.69 1.70 14.75 3.24 1.72 1.58 15.00 3.27 1.74 1.48 15.25 3.30 1.76 1.41 15.50 3.32 1.79 1.33 15.75 3.35 1.81 1.26 16.00 3.37 1.83 1.18 16.25 3.39 1.84 1.11 16.50 3.41 1.86 1.05 16.75 3.43 1.88 1.00 17.00 3.45 1.90 0.97 17.25 3.47 1.91 0.94 17.50 3.49 1.93 0.91 17.75 3.51 1.94 0.89 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 3.53 1.96 0.86 18.25 3.54 1.97 0.83 18.50 3.56 1.99 0.81 18.75 3.58 2.00 0.78 19.00 3.59 2.02 0.75 19.25 3.61 2.03 0.73 19.50 3.62 2.04 0.70 19.75 3.63 2.05 0.67 20.00 3.65 2.06 0.64 Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 4HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Summary for Pond 10P: Detention Pond Inflow Area = 13.400 ac, 0.00% Impervious, Inflow Depth > 2.04" for 10 yr, 24-hour event Inflow = 22.25 cfs @ 12.33 hrs, Volume= 2.275 af Outflow = 1.20 cfs @ 15.94 hrs, Volume= 0.802 af, Atten= 95%, Lag= 216.7 min Primary = 1.20 cfs @ 15.94 hrs, Volume= 0.802 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 775.79' @ 15.94 hrs Surf.Area= 31,180 sf Storage= 68,779 cf Plug-Flow detention time= 239.7 min calculated for 0.802 af (35% of inflow) Center-of-Mass det. time= 151.1 min ( 954.5 - 803.3 ) Volume Invert Avail.Storage Storage Description #1 772.00' 268,539 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 3,607 0 0 773.00 10,441 7,024 7,024 774.00 18,773 14,607 21,631 775.00 28,285 23,529 45,160 776.00 31,930 30,108 75,268 777.00 34,551 33,241 108,508 778.00 37,228 35,890 144,398 779.00 39,961 38,595 182,992 780.00 42,762 41,362 224,354 781.00 45,609 44,186 268,539 Device Routing Invert Outlet Devices #1 Primary 770.50'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 770.50' / 770.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 772.25'5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 779.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.20 cfs @ 15.94 hrs HW=775.79' (Free Discharge) 1=Culvert (Passes 1.20 cfs of 7.01 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.20 cfs @ 8.79 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 5HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Pond 10P: Detention Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=13.400 ac Peak Elev=775.79' Storage=68,779 cf 22.25 cfs 1.20 cfs Pond 10P: Detention Pond Primary Stage-Discharge Discharge (cfs) 109876543210Elevation (feet)781 780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 6HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Pond 10P: Detention Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 260,000240,000220,000200,000180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 45,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)781 780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 7HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 10P: Detention Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 772.00 0.00 5.50 0.00 0 772.00 0.00 6.00 0.00 0 772.00 0.00 6.50 0.00 0 772.00 0.00 7.00 0.00 0 772.00 0.00 7.50 0.00 2 772.00 0.00 8.00 0.04 36 772.01 0.00 8.50 0.08 142 772.04 0.00 9.00 0.16 356 772.09 0.00 9.50 0.26 728 772.17 0.00 10.00 0.35 1,271 772.28 0.00 10.50 0.53 2,000 772.40 0.06 11.00 0.83 2,983 772.55 0.19 11.50 1.44 4,469 772.73 0.34 12.00 7.78 9,075 773.18 0.56 12.50 18.67 39,915 774.81 1.01 13.00 6.22 58,003 775.44 1.13 13.50 3.15 63,759 775.63 1.17 14.00 2.16 66,309 775.71 1.18 14.50 1.70 67,602 775.76 1.19 15.00 1.48 68,300 775.78 1.20 15.50 1.33 68,676 775.79 1.20 16.00 1.18 68,779 775.79 1.20 16.50 1.05 68,619 775.79 1.20 17.00 0.97 68,271 775.78 1.20 17.50 0.91 67,815 775.76 1.19 18.00 0.86 67,266 775.75 1.19 18.50 0.81 66,628 775.72 1.19 19.00 0.75 65,900 775.70 1.18 19.50 0.70 65,084 775.67 1.18 20.00 0.64 64,178 775.65 1.17 Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 8HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Stage-Discharge for Pond 10P: Detention Pond Elevation (feet) Primary (cfs) 772.00 0.00 772.10 0.00 772.20 0.00 772.30 0.01 772.40 0.06 772.50 0.15 772.60 0.25 772.70 0.32 772.80 0.38 772.90 0.44 773.00 0.48 773.10 0.53 773.20 0.57 773.30 0.60 773.40 0.64 773.50 0.67 773.60 0.70 773.70 0.73 773.80 0.76 773.90 0.79 774.00 0.82 774.10 0.84 774.20 0.87 774.30 0.89 774.40 0.91 774.50 0.94 774.60 0.96 774.70 0.98 774.80 1.00 774.90 1.03 775.00 1.05 775.10 1.07 775.20 1.09 775.30 1.11 775.40 1.13 775.50 1.15 775.60 1.16 775.70 1.18 775.80 1.20 775.90 1.22 776.00 1.24 776.10 1.25 776.20 1.27 776.30 1.29 776.40 1.30 776.50 1.32 776.60 1.34 776.70 1.35 776.80 1.37 776.90 1.38 777.00 1.40 777.10 1.41 Elevation (feet) Primary (cfs) 777.20 1.43 777.30 1.44 777.40 1.46 777.50 1.47 777.60 1.49 777.70 1.50 777.80 1.52 777.90 1.53 778.00 1.55 778.10 1.56 778.20 1.57 778.30 1.59 778.40 1.60 778.50 1.61 778.60 1.63 778.70 1.64 778.80 1.65 778.90 1.67 779.00 1.68 779.10 2.52 779.20 4.04 779.30 6.02 779.40 8.35 779.50 9.33 779.60 9.39 779.70 9.44 779.80 9.50 779.90 9.55 780.00 9.61 780.10 9.66 780.20 9.71 780.30 9.76 780.40 9.82 780.50 9.87 780.60 9.92 780.70 9.97 780.80 10.02 780.90 10.07 781.00 10.12 Type II 24-hr 10 yr, 24-hour Rainfall=3.83"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 9HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 10P: Detention Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 772.00 3,607 0 772.10 4,290 395 772.20 4,974 858 772.30 5,657 1,390 772.40 6,341 1,990 772.50 7,024 2,658 772.60 7,707 3,394 772.70 8,391 4,199 772.80 9,074 5,072 772.90 9,758 6,014 773.00 10,441 7,024 773.10 11,274 8,110 773.20 12,107 9,279 773.30 12,941 10,531 773.40 13,774 11,867 773.50 14,607 13,286 773.60 15,440 14,788 773.70 16,273 16,374 773.80 17,107 18,043 773.90 17,940 19,795 774.00 18,773 21,631 774.10 19,724 23,556 774.20 20,675 25,576 774.30 21,627 27,691 774.40 22,578 29,901 774.50 23,529 32,207 774.60 24,480 34,607 774.70 25,431 37,103 774.80 26,383 39,693 774.90 27,334 42,379 775.00 28,285 45,160 775.10 28,650 48,007 775.20 29,014 50,890 775.30 29,378 53,810 775.40 29,743 56,766 775.50 30,108 59,758 775.60 30,472 62,787 775.70 30,837 65,853 775.80 31,201 68,954 775.90 31,565 72,093 776.00 31,930 75,268 776.10 32,192 78,474 776.20 32,454 81,706 776.30 32,716 84,964 776.40 32,978 88,249 776.50 33,241 91,560 776.60 33,503 94,897 776.70 33,765 98,261 776.80 34,027 101,650 776.90 34,289 105,066 777.00 34,551 108,508 777.10 34,819 111,976 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 777.20 35,086 115,472 777.30 35,354 118,994 777.40 35,622 122,543 777.50 35,890 126,118 777.60 36,157 129,720 777.70 36,425 133,350 777.80 36,693 137,005 777.90 36,960 140,688 778.00 37,228 144,398 778.10 37,501 148,134 778.20 37,775 151,898 778.30 38,048 155,689 778.40 38,321 159,507 778.50 38,595 163,353 778.60 38,868 167,226 778.70 39,141 171,127 778.80 39,414 175,054 778.90 39,688 179,010 779.00 39,961 182,992 779.10 40,241 187,002 779.20 40,521 191,040 779.30 40,801 195,106 779.40 41,081 199,200 779.50 41,362 203,323 779.60 41,642 207,473 779.70 41,922 211,651 779.80 42,202 215,857 779.90 42,482 220,091 780.00 42,762 224,354 780.10 43,047 228,644 780.20 43,331 232,963 780.30 43,616 237,310 780.40 43,901 241,686 780.50 44,186 246,090 780.60 44,470 250,523 780.70 44,755 254,984 780.80 45,040 259,474 780.90 45,324 263,992 781.00 45,609 268,539 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 10HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Pond 7/9 Runoff = 46.12 cfs @ 12.32 hrs, Volume= 4.791 af, Depth> 4.29" 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 100 yr, 24-hour Rainfall=6.46" Area (ac) CN Description * 13.400 84 13.400 100.00% Pervious 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 9S: Pond 7/9 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 yr 24-hour Rainfall=6.46" Runoff Area=13.400 ac Runoff Volume=4.791 af Runoff Depth>4.29" Flow Length=496' Slope=0.0100 '/' Tc=37.3 min CN=84 46.12 cfs Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 11HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 9S: Pond 7/9 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.41 0.00 0.00 5.25 0.43 0.00 0.01 5.50 0.46 0.00 0.03 5.75 0.49 0.01 0.07 6.00 0.52 0.01 0.11 6.25 0.55 0.01 0.15 6.50 0.58 0.02 0.19 6.75 0.61 0.02 0.23 7.00 0.64 0.03 0.28 7.25 0.67 0.04 0.33 7.50 0.71 0.05 0.38 7.75 0.74 0.06 0.43 8.00 0.78 0.07 0.48 8.25 0.81 0.08 0.53 8.50 0.85 0.09 0.60 8.75 0.90 0.11 0.70 9.00 0.95 0.13 0.82 9.25 1.00 0.15 0.95 9.50 1.05 0.18 1.07 9.75 1.11 0.20 1.17 10.00 1.17 0.23 1.28 10.25 1.24 0.27 1.46 10.50 1.32 0.31 1.71 10.75 1.41 0.36 2.03 11.00 1.52 0.43 2.45 11.25 1.65 0.51 3.02 11.50 1.83 0.62 3.86 11.75 2.50 1.12 5.69 12.00 4.28 2.62 17.70 12.25 4.56 2.87 44.09 12.50 4.75 3.04 37.84 12.75 4.88 3.16 20.63 13.00 4.99 3.26 12.14 13.25 5.08 3.34 8.05 13.50 5.16 3.42 6.00 13.75 5.23 3.48 4.84 14.00 5.30 3.54 4.05 14.25 5.36 3.60 3.55 14.50 5.41 3.65 3.18 14.75 5.46 3.70 2.94 15.00 5.51 3.74 2.76 15.25 5.56 3.79 2.61 15.50 5.60 3.83 2.47 15.75 5.65 3.87 2.33 16.00 5.68 3.90 2.19 16.25 5.72 3.94 2.05 16.50 5.76 3.97 1.93 16.75 5.79 4.00 1.85 17.00 5.83 4.03 1.79 17.25 5.86 4.06 1.74 17.50 5.89 4.09 1.68 17.75 5.92 4.12 1.63 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 5.95 4.15 1.58 18.25 5.98 4.18 1.53 18.50 6.01 4.20 1.48 18.75 6.03 4.23 1.43 19.00 6.06 4.25 1.38 19.25 6.08 4.27 1.33 19.50 6.11 4.30 1.28 19.75 6.13 4.32 1.23 20.00 6.15 4.34 1.18 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 12HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Summary for Pond 10P: Detention Pond Inflow Area = 13.400 ac, 0.00% Impervious, Inflow Depth > 4.29" for 100 yr, 24-hour event Inflow = 46.12 cfs @ 12.32 hrs, Volume= 4.791 af Outflow = 1.60 cfs @ 17.93 hrs, Volume= 1.173 af, Atten= 97%, Lag= 336.3 min Primary = 1.60 cfs @ 17.93 hrs, Volume= 1.173 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 778.39' @ 17.93 hrs Surf.Area= 38,299 sf Storage= 159,196 cf Plug-Flow detention time= 253.0 min calculated for 1.169 af (24% of inflow) Center-of-Mass det. time= 138.2 min ( 924.8 - 786.7 ) Volume Invert Avail.Storage Storage Description #1 772.00' 268,539 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 772.00 3,607 0 0 773.00 10,441 7,024 7,024 774.00 18,773 14,607 21,631 775.00 28,285 23,529 45,160 776.00 31,930 30,108 75,268 777.00 34,551 33,241 108,508 778.00 37,228 35,890 144,398 779.00 39,961 38,595 182,992 780.00 42,762 41,362 224,354 781.00 45,609 44,186 268,539 Device Routing Invert Outlet Devices #1 Primary 770.50'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 770.50' / 770.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 772.25'5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 779.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.60 cfs @ 17.93 hrs HW=778.39' (Free Discharge) 1=Culvert (Passes 1.60 cfs of 8.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.60 cfs @ 11.73 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 13HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Pond 10P: Detention Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=13.400 ac Peak Elev=778.39' Storage=159,196 cf 46.12 cfs 1.60 cfs Pond 10P: Detention Pond Primary Stage-Discharge Discharge (cfs) 109876543210Elevation (feet)781 780 779 778 777 776 775 774 773 772 Orifice/Grate Orifice/Grate Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 14HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Pond 10P: Detention Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 260,000240,000220,000200,000180,000160,000140,000120,000100,00080,00060,00040,00020,0000 Surface/Horizontal/Wetted Area (sq-ft) 45,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)781 780 779 778 777 776 775 774 773 772 Custom Stage Data Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 15HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 10P: Detention Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 772.00 0.00 5.50 0.03 22 772.01 0.00 6.00 0.11 145 772.04 0.00 6.50 0.19 410 772.10 0.00 7.00 0.28 833 772.19 0.00 7.50 0.38 1,421 772.30 0.01 8.00 0.48 2,121 772.42 0.08 8.50 0.60 2,863 772.53 0.17 9.00 0.82 3,715 772.64 0.28 9.50 1.07 4,835 772.77 0.37 10.00 1.28 6,210 772.92 0.45 10.50 1.71 7,996 773.09 0.52 11.00 2.45 10,675 773.31 0.61 11.50 3.86 15,011 773.61 0.71 12.00 17.70 26,790 774.26 0.88 12.50 37.84 92,507 776.53 1.32 13.00 12.14 129,924 777.61 1.49 13.50 6.00 142,298 777.94 1.54 14.00 4.05 148,328 778.11 1.56 14.50 3.18 151,933 778.20 1.57 15.00 2.76 154,406 778.27 1.58 15.50 2.47 156,259 778.31 1.59 16.00 2.19 157,589 778.35 1.59 16.50 1.93 158,418 778.37 1.60 17.00 1.79 158,882 778.38 1.60 17.50 1.68 159,131 778.39 1.60 18.00 1.58 159,195 778.39 1.60 18.50 1.48 159,078 778.39 1.60 19.00 1.38 158,783 778.38 1.60 19.50 1.28 158,308 778.37 1.60 20.00 1.18 157,655 778.35 1.59 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 16HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Stage-Discharge for Pond 10P: Detention Pond Elevation (feet) Primary (cfs) 772.00 0.00 772.10 0.00 772.20 0.00 772.30 0.01 772.40 0.06 772.50 0.15 772.60 0.25 772.70 0.32 772.80 0.38 772.90 0.44 773.00 0.48 773.10 0.53 773.20 0.57 773.30 0.60 773.40 0.64 773.50 0.67 773.60 0.70 773.70 0.73 773.80 0.76 773.90 0.79 774.00 0.82 774.10 0.84 774.20 0.87 774.30 0.89 774.40 0.91 774.50 0.94 774.60 0.96 774.70 0.98 774.80 1.00 774.90 1.03 775.00 1.05 775.10 1.07 775.20 1.09 775.30 1.11 775.40 1.13 775.50 1.15 775.60 1.16 775.70 1.18 775.80 1.20 775.90 1.22 776.00 1.24 776.10 1.25 776.20 1.27 776.30 1.29 776.40 1.30 776.50 1.32 776.60 1.34 776.70 1.35 776.80 1.37 776.90 1.38 777.00 1.40 777.10 1.41 Elevation (feet) Primary (cfs) 777.20 1.43 777.30 1.44 777.40 1.46 777.50 1.47 777.60 1.49 777.70 1.50 777.80 1.52 777.90 1.53 778.00 1.55 778.10 1.56 778.20 1.57 778.30 1.59 778.40 1.60 778.50 1.61 778.60 1.63 778.70 1.64 778.80 1.65 778.90 1.67 779.00 1.68 779.10 2.52 779.20 4.04 779.30 6.02 779.40 8.35 779.50 9.33 779.60 9.39 779.70 9.44 779.80 9.50 779.90 9.55 780.00 9.61 780.10 9.66 780.20 9.71 780.30 9.76 780.40 9.82 780.50 9.87 780.60 9.92 780.70 9.97 780.80 10.02 780.90 10.07 781.00 10.12 Type II 24-hr 100 yr, 24-hour Rainfall=6.46"Pond Design 9-4-2019 Printed 9/12/2019Prepared by TLF, Inc. Page 17HydroCAD® 10.00-22 s/n 10940 © 2018 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 10P: Detention Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 772.00 3,607 0 772.10 4,290 395 772.20 4,974 858 772.30 5,657 1,390 772.40 6,341 1,990 772.50 7,024 2,658 772.60 7,707 3,394 772.70 8,391 4,199 772.80 9,074 5,072 772.90 9,758 6,014 773.00 10,441 7,024 773.10 11,274 8,110 773.20 12,107 9,279 773.30 12,941 10,531 773.40 13,774 11,867 773.50 14,607 13,286 773.60 15,440 14,788 773.70 16,273 16,374 773.80 17,107 18,043 773.90 17,940 19,795 774.00 18,773 21,631 774.10 19,724 23,556 774.20 20,675 25,576 774.30 21,627 27,691 774.40 22,578 29,901 774.50 23,529 32,207 774.60 24,480 34,607 774.70 25,431 37,103 774.80 26,383 39,693 774.90 27,334 42,379 775.00 28,285 45,160 775.10 28,650 48,007 775.20 29,014 50,890 775.30 29,378 53,810 775.40 29,743 56,766 775.50 30,108 59,758 775.60 30,472 62,787 775.70 30,837 65,853 775.80 31,201 68,954 775.90 31,565 72,093 776.00 31,930 75,268 776.10 32,192 78,474 776.20 32,454 81,706 776.30 32,716 84,964 776.40 32,978 88,249 776.50 33,241 91,560 776.60 33,503 94,897 776.70 33,765 98,261 776.80 34,027 101,650 776.90 34,289 105,066 777.00 34,551 108,508 777.10 34,819 111,976 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 777.20 35,086 115,472 777.30 35,354 118,994 777.40 35,622 122,543 777.50 35,890 126,118 777.60 36,157 129,720 777.70 36,425 133,350 777.80 36,693 137,005 777.90 36,960 140,688 778.00 37,228 144,398 778.10 37,501 148,134 778.20 37,775 151,898 778.30 38,048 155,689 778.40 38,321 159,507 778.50 38,595 163,353 778.60 38,868 167,226 778.70 39,141 171,127 778.80 39,414 175,054 778.90 39,688 179,010 779.00 39,961 182,992 779.10 40,241 187,002 779.20 40,521 191,040 779.30 40,801 195,106 779.40 41,081 199,200 779.50 41,362 203,323 779.60 41,642 207,473 779.70 41,922 211,651 779.80 42,202 215,857 779.90 42,482 220,091 780.00 42,762 224,354 780.10 43,047 228,644 780.20 43,331 232,963 780.30 43,616 237,310 780.40 43,901 241,686 780.50 44,186 246,090 780.60 44,470 250,523 780.70 44,755 254,984 780.80 45,040 259,474 780.90 45,324 263,992 781.00 45,609 268,539 Badger Fielld House - Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 74 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 0.80 94 103 103 0.81 0.20 0.02 1.03 0.78 93 104 104 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 0.83 97 202 202 0.08 0.00 0.00 0.08 0.90 98 203 203 1.11 0.24 0.03 1.38 0.79 94 204 204 0.57 0.14 0.02 0.73 0.78 93 105 105 0.00 0.00 0.00 - - - BMP BMP 0.00 0.00 0.00 - - - - - 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 Runoff Coefficient and Runoff Curve Number Calculation Job Information City of Carmel 2019199 Basin Structure Description: Entity: Job #: Date: 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 0.011 300 2.64 0.01 0.07 4.24 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 Sheet Flow Time of Concentration Calculations Description:Badger Fielld HouseReviewing Entity:Job #:Date:10-yrEntity DataMatch Invert-INLET CASTING TO INLETCASTING INLETDROPc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET 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 102210.00RCP 0.83 3.30 - - 2.74 2.74 2.74 5.00 5.00 - - 6.12 6.12 16.76 16.76 24 0.55 0.013 16.78 100% 5.34 1.64 6.09 0.66 782.74 782.59 777.99 777.44 2.50 2.90102 103220.00RCP 0.80 0.87 - - 0.70 0.70 3.44 5.00 5.66 - - 6.12 6.00 4.27 20.63 30 0.26 0.013 20.91 99% 4.26 2.02 4.86 0.86 782.59 782.59 777.30 776.92 2.50 2.880.14103 10478.00RCP 0.78 1.03 - - 0.81 0.81 4.24 5.00 6.52 - - 6.12 5.85 4.93 24.81 30 0.37 0.013 24.95 99% 5.08 2.04 5.79 0.26 782.59 783.22 776.81 776.50 2.99 3.930.11104 105151.00RCP------4.245.006.77--6.125.80-24.61300.370.01324.9599%5.082.025.790.50783.22782.92776.40775.874.034.260.10200 201238.00RCP 0.85 0.51 - - 0.43 0.43 0.43 5.00 5.00 - - 6.12 6.12 2.65 2.65 15 0.23 0.013 3.08 86% 2.51 0.90 2.82 1.58 782.05 781.52 777.60 777.06 3.01 3.02201 202128.00RCP 0.83 0.44 - - 0.36 0.36 0.80 5.00 6.58 - - 6.12 5.84 2.22 4.65 18 0.20 0.013 4.73 98% 2.68 1.21 3.05 0.80 781.52 783.46 776.81 776.55 3.00 5.200.25202 203224.00RCP 0.90 0.08 - - 0.07 0.07 0.87 5.00 7.38 - - 6.12 5.69 0.44 4.94 18 0.23 0.013 5.06 98% 2.86 1.20 3.26 1.30 783.46 783.29 776.44 775.92 5.31 5.660.11203 204235.00RCP 0.79 1.38 - - 1.10 1.10 1.97 5.00 8.68 - - 6.12 5.46 6.71 10.72 24 0.23 0.013 10.74 100% 3.42 1.64 3.90 1.15 783.29 782.02 775.81 775.28 5.23 4.490.11204 105236.00RCP 0.78 0.73 - - 0.57 0.57 2.54 5.00 9.83 - - 6.12 5.25 3.50 13.32 24 0.35 0.013 13.33 100% 4.24 1.64 4.84 0.93 782.02 782.92 775.18 774.36 4.59 6.310.10105 BMP13.00HDPE - - - - - - 6.78 5.00 10.75 - - 6.12 5.15 - 34.89 30 1.15 0.012 47.73 73% 9.72 1.59 10.62 0.02 782.92 779.76 774.12 773.97 6.01 3.000.24BMP Out18.00RCP------6.785.0010.78--6.125.14-34.87300.730.01335.05100%7.142.048.140.04779.76-773.87773.803.10-0.10301 RD134.00PVC - - 0.90 0.22 0.20 - 0.20 5.00 5.00 - - 6.12 6.12 - 1.21 10 1.00 0.011 2.59 47% 4.75 0.40 4.67 0.12 783.00 - 779.99 779.65 2.02 -302 RD212.00PVC - - 0.90 0.72 0.65 - 0.65 5.00 5.00 - - 6.12 6.12 - 3.97 15 1.00 0.011 7.63 52% 6.22 0.64 6.28 0.03 783.00 - 779.82 779.70 1.74 -303 RD312.00PVC - - 0.90 0.81 0.73 - 0.73 5.00 5.00 - - 6.12 6.12 - 4.46 15 1.00 0.011 7.63 58% 6.22 0.69 6.46 0.03 783.00 - 779.82 779.70 1.74 -401 RD420.00PVC - - 0.90 0.08 0.07 - 0.07 5.00 5.00 - - 6.12 6.12 - 0.44 8 1.00 0.011 1.43 31% 4.09 0.25 3.60 0.08 783.00 - 779.40 779.20 2.79 -402 RD524.00PVC - - 0.90 1.11 1.00 - 1.00 5.00 5.00 - - 6.12 6.12 - 6.11 18 1.00 0.011 12.41 49% 7.03 0.74 7.00 0.06 783.00 - 780.59 780.35 0.70 -403 RD629.00PVC - - 0.90 0.57 0.51 - 0.51 5.00 5.00 - - 6.12 6.12 - 3.14 15 0.50 0.011 5.40 58% 4.40 0.68 4.56 0.11 783.00 - 779.25 779.10 2.32 -ELEV.ELEV.FULL FLOW VELOCITY07/12/19(in/hr)CHEN'S METHODDesign Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOW(in/hr)STR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2019199COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S N Job Information Description: Reviewing Entity:City of Carmel Job #:2019199 Date:- 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 ''C'' MANHOLE R-4342 2.50 4.75 0.83 3.30 5.00 6.12 16.76 12.12 1.39 12.12 102 TYPE "C" MANHOLE R-4342 2.50 5.29 0.80 0.87 5.00 6.12 4.27 0.79 0.59 0.79 103 TYPE "C" MANHOLE R-4342 2.99 5.78 0.78 1.03 5.00 6.12 4.93 1.05 0.65 1.05 104 TYPE "C" MANHOLE R-4342 4.03 6.82 - - - - - #VALUE! #VALUE! #VALUE! 200 TYPE ''E'' INLET - 3.01 4.45 0.85 0.51 5.00 6.12 2.65 - - 0.00 201 TYPE "F" INLET - 3.00 4.71 0.83 0.44 5.00 6.12 2.22 - - 0.00 202 TYPE "F" INLET - 5.31 7.02 0.90 0.08 5.00 6.12 0.44 - - 0.00 203 TYPE "C" MANHOLE - 5.23 7.48 0.79 1.38 5.00 6.12 6.71 - - 0.00 204 TYPE "J" MANHOLE - 4.59 6.84 0.78 0.73 5.00 6.12 3.50 - - 0.00 105 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 0.00 3.76 - - - - - - - 0.00 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Badger Fielld House Intensity Calculation Method: Description:Badger Fielld HouseEntity:City of CarmelJob #:2019199Date:-10-yr10-yrPond Discharge 4.39Entity Data(dc+D)/2Structure Coefficient(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.)102 101 777.44 779.44 779.18 779.93 5.00 6.12 16.76 24 0.55 2.753 4.524 0.609 1.637 1.476 6.09 210 0.013 1.149 - 0.10 0.10 0.10 0.10 - 1.25 4.86 - 0.719 1.868 781.80 782.74 779.99103 102 776.92 779.42 778.94 779.26 5.66 6.00 20.63 30 0.26 4.247 5.583 0.761 2.019 1.542 4.86 220 0.013 0.569 6.09 1.10 1.10 1.10 1.10 - 0.50 5.79 - 0.105 0.674 779.93 782.59 779.80104 103 776.50 779.00 778.60 778.89 6.52 5.85 24.81 30 0.37 4.282 5.628 0.761 2.036 1.697 5.79 78 0.013 0.287 4.86 2.10 2.10 2.10 2.10 - 0.50 5.79 - 0.078 0.365 779.26 782.59 779.31105 104 775.87 778.37 777.97 778.34 6.77 5.80 24.61 30 0.37 4.248 5.584 0.761 2.019 1.690 5.79 151 0.013 0.556 5.79 3.10 3.10 3.10 3.10 - 0.50 10.62 - 0.000 0.556 778.89 783.22 778.90201 200 777.06 778.31 778.01 780.57 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 0.691 781.27 782.05 778.85202 201 776.55 778.05 777.71 780.31 6.58 5.84 4.65 18 0.20 1.522 3.335 0.456 1.205 0.828 3.05 128 0.013 0.259 2.82 5.10 5.10 5.10 5.10 - 0.50 3.26 - 0.011 0.269 780.57 781.52 778.31203 202 775.92 777.42 777.10 779.78 7.38 5.69 4.94 18 0.23 1.514 3.319 0.456 1.199 0.855 3.26 224 0.013 0.517 3.05 6.10 6.10 6.10 6.10 - 0.50 3.90 - 0.010 0.528 780.31 783.46 777.94204 203 775.28 777.28 776.87 779.22 8.68 5.46 10.72 24 0.23 2.751 4.520 0.609 1.636 1.173 3.90 235 0.013 0.527 3.26 7.10 7.10 7.10 7.10 - 0.50 4.84 - 0.035 0.562 779.78 783.29 777.81105 204 774.36 776.36 776.02 778.34 9.83 5.25 13.32 24 0.35 2.753 4.524 0.609 1.638 1.314 4.84 236 0.013 0.816 3.90 8.10 8.10 8.10 8.10 - 0.50 10.62 - 0.064 0.879 779.22 782.02 777.18BMP 105 773.97 776.47 776.22 777.57 10.75 5.15 34.89 30 1.15 3.287 4.609 0.713 1.587 2.006 10.62 13 0.012 0.149 5.79 9.10 9.10 9.10 9.10 - 0.50 8.14 - 0.614 0.763 778.34 782.92 776.62Out BMP 773.80 776.30 776.05 776.05 10.78 5.14 34.87 30 0.73 4.285 5.632 0.761 2.038 2.006 8.14 18 0.013 0.131 10.62 10.10 10.10 10.10 10.10 1.00 0.50 - 1.029 0.361 1.520 777.57 779.76 776.37RD1 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 0.872 780.95 783.00 780.50Intensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYPROPOSED 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 8 July 17, 2019 General Information Appendix Description:Badger Fielld House Reviewing Entity:City of Carmel Job #:2019199 Date:- 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 Rainfall Intensity (in/hr) City of Carmel Data Job Information RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Page 1 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® Stormwater Treatment System Inspection and Maintenance Manual AquaShieldTM, Inc. 2733 Kanasita Drive Suite 111 Chattanooga, TN 37343 Toll free (888) 344-9044 Phone: (423) 870-8888 Fax: (423) 826-2112 Email: info@aquashieldinc.com www.aquashieldinc.com March 2014 Page 2 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Table of Contents Page(s) AquaShieldTM Stormwater Treatment Systems 3 Aqua-Swirl® Stormwater Treatment System 4 – 9 Inspection and Maintenance Worksheets and Attachments 10 – 13 Aqua-Swirl® Tabular Maintenance Schedule 14 AquaShieldTM, Inc. 2733 Kanasita Drive Suite 111 Chattanooga, Tennessee 37343 Toll free (888) 344-9044 Fax (423) 870-2112 www.aquashieldinc.com Page 3 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. AquaShield™, Inc Stormwater Treatment Solutions The highest priority of AquaShieldTM, Inc. (AquaShield™) is to protect waterways by providing stormwater treatment solutions to businesses across the world. These solutions have a reliable foundation based on over 20 years of water treatment experience. Local regulators, engineers, and contractors have praised the AquaShield™ systems for their simple design and ease of installation. All the systems are fabricated from high performance, durable and lightweight materials. Contractors prefer the quick and simple installation of our structures that saves them money. The patented line of AquaShield™ stormwater treatment products that provide high levels of stormwater treatment include the following: Aqua-Swirl® Stormwater Treatment System: hydrodynamic separator, which provides a highly effective means for the removal of sediment, floating debris and free- oil. Aqua-FilterTM Stormwater Filtration System: treatment train stormwater filtration system capable of removing gross contaminants, fine sediments, waterborne hydrocarbons, heavy metals and total phosphorous. Aqua-Swirl® Stormwater Treatment System Aqua-Filter™ Stormwater Filtration System Page 4 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® Stormwater Treatment System The patented Aqua-Swirl® Stormwater Treatment System is a single chamber hydrodynamic separator which provides a highly effective means for the removal of sediment, free oil, and floating debris. Both treatment and storage are accomplished in the swirl chamber without the use of multiple or “blind” chambers. Independent laboratory and field performance verifications have shown that the Aqua-Swirl® achieves over 80% suspended solids removal efficiency on a net annual basis. The Aqua-Swirl® is most commonly installed in an “off-line” configuration. Or, depending on local regulations, an “in-line” (on-line) conveyance flow diversion (CFD) system can be used. The CFD model allows simple installation by connecting directly to the existing storm conveyance pipe thereby providing full treatment of the “first flush,” while the peak design storm is diverted and channeled through the main conveyance pipe. The patented Aqua-Swirl® Stormwater Treatment System provides a highly effective means for the removal of sediment, floating debris, and free oil. Swirl technology, or vortex separation, is a proven form of treatment utilized in the stormwater industry to accelerate gravitational separation. Page 5 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Floatable debris in the Aqua-Swirl® Each Aqua-Swirl® is constructed of high performance, lightweight and durable materials including polymer coated steel (PCS), high density polyethylene (HDPE), or fiberglass reinforced polymer (FRP). These materials eliminate the need for heavy lifting equipment during installation. System Operation The treatment operation begins when stormwater enters the Aqua-Swirl® through a tangential inlet pipe that produces a circular (or vortex) flow pattern that causes contaminates to settle to the base of the unit. Since stormwater flow is intermittent by nature, the Aqua-Swirl® retains water between storm events providing both dynamic and quiescent settling of solids. The dynamic settling occurs during each storm event while the quiescent settling takes place between successive storms. A combination of gravitational and hydrodynamic drag forces encourages the solids to drop out of the flow and migrate to the center of the chamber where velocities are the lowest. The treated flow then exits the Aqua-Swirl® behind the arched outer baffle. The top of the baffle is sealed across the treatment channel, thereby eliminating floatable pollutants from escaping the system. A vent pipe is extended up the riser to expose the backside of the baffle to atmospheric conditions, preventing a siphon from forming at the bottom of the baffle. Custom Applications The Aqua-Swirl® system can be modified to fit a variety of purposes in the field, and the angles for inlet and outlet lines can be modified to fit most applications. The photo below demonstrates the flexibility of Aqua-Swirl® installations using a “twin” configuration in order to double the Page 6 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Custom designed AS-9 Twin Aqua-Swirl® water quality treatment capacity. Two Aqua-Swirl® units were placed side by side in order to treat a high volume of water while occupying a small amount of space. Retrofit Applications The Aqua-Swirl® system is designed so that it can easily be used for retrofit applications. With the invert of the inlet and outlet pipe at the same elevation, the Aqua-Swirl® can easily be connected directly to the existing storm conveyance drainage system. Furthermore, because of the lightweight nature and small footprint of the Aqua-Swirl®, existing infrastructure utilities (i.e., wires, poles, trees) would be unaffected by installation. AquaShield™ Product System Maintenance The long term performance of any stormwater treatment structure, including manufactured or land based systems, depends on a consistent maintenance plan. Inspection and maintenance functions are simple and easy for the AquaShieldTM Stormwater Treatment Systems allowing all inspections to be performed from the surface. It is important that a routine inspection and maintenance program be established for each unit based on: (a) the volume or load of the contaminants of concern, (b) the frequency of releases of contaminants at the facility or location, and (c) the nature of the area being drained. In order to ensure that our systems are being maintained properly, AquaShieldTM offers a maintenance solution to all of our customers. We will arrange to have maintenance performed. Page 7 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Inspection All AquaShieldTM products can be inspected from the surface, eliminating the need to enter the systems to determine when cleanout should be performed. In most cases, AquaShieldTM recommends a quarterly inspection for the first year of operation to develop an appropriate schedule of maintenance. Based on experience of the system’s first year in operation, we recommend that the inspection schedule be revised to reflect the site-specific conditions encountered. Typically, the inspection schedule for subsequent years is reduced to semi-annual inspection. Aqua-Swirl® Maintenance The Aqua-Swirl® has been designed to minimize and simplify the inspection and maintenance process. The single chamber system can be inspected and maintained entirely from the surface thereby eliminating the need for confined space entry. Furthermore, the entire structure (specifically, the floor) is accessible for visual inspection from the surface. There are no areas of the structure that are blocked from visual inspection or periodic cleaning. Inspection of any free- floating oil and floatable debris can be directly observed and maintained through the manhole access provided directly over the swirl chamber. Aqua-Swirl® Inspection Procedure To inspect the Aqua-Swirl®, a hook is needed to remove the manhole cover. AquaShieldTM provides a customized manhole cover with our distinctive logo to make it easy for maintenance crews to locate the system in the field. We also provide a permanent metal information plate Page 8 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Sediment inspection using a stadia rod in a single chamber Maintenance trigger for Aqua-Swirl® Models AS- 3 through AS-13 occurs when sediment pile is 42-48 inches below water surface. Maintenance trigger for Aqua-Swirl® Model AS-2 occurs when sediment pile is 30 to 32 inches below water surface. affixed inside the access riser which provides our contact information, the Aqua-Swirl® model size, and serial number. The only tools needed to inspect the Aqua-Swirl® system are a flashlight and a measuring device such as a stadia rod or pole. Given the easy and direct accessibility provided, floating oil and debris can be observed directly from the surface. Sediment depths can easily be determined by lowering a measuring device to the top of the sediment pile and to the surface of the water. The maintenance trigger for Aqua-Swirl® Models AS-3 through AS-13 occurs when the sediment pile is within 42 to 48 inches of the standing water surface. For the Aqua-Swirl® Model AS-2, maintenance is needed when the top of the sediment pile is measured to be 30 to 32 inches below the standing water surface. It should be noted that in order to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. Keep in mind that the finer sediment at the top of the pile may offer less resistance to the measuring device than the larger particles which typically occur deeper within the sediment pile. 42-48” 42-48” AS-2: 30-32” Page 9 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Vacuum truck quickly cleans the Aqua-Swirl® from a single chamber The Aqua-Swirl® design allows for the sediment to accumulate in a semi-conical fashion as illustrated above. That is, the depth to sediment as measured below the water surface may be less in the center of the swirl chamber; and likewise, may be greater at the edges of the swirl chamber. Aqua-Swirl® Cleanout Procedure Cleaning the Aqua-Swirl® is simple and quick. Free-floating oil and floatable debris can be observed and removed directly through the 30-inch service access riser provided. A vacuum truck is typically used to remove the accumulated sediment and debris. An advantage of the Aqua-Swirl® design is that the entire sediment storage area can be reached with a vacuum hose from the surface (reaching all the sides). Since there are no multiple or limited (hidden or “blind”) chambers in the Aqua-Swirl®, there are no restrictions to impede on-site maintenance tasks. Disposal of Recovered Materials Disposal of recovered material is typically handled in the same fashion as catch basin cleanouts. AquaShieldTM recommends that all maintenance activities be performed in accordance with appropriate health and safety practices for the tasks and equipment being used. AquaShieldTM also recommends that all materials removed from the Aqua-Swirl® and any external structures (e.g, bypass features) be handled and disposed in full accordance with any applicable local and state requirements. Aqua-Swirl® Inspection and Maintenance Work Sheets on following pages Page 10 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® Inspection and Maintenance Manual Work Sheets SITE and OWNER INFORMATION Site Name: Site Location: Date: Time: Inspector Name: Inspector Company: Phone #: Owner Name: Owner Address: Owner Phone #: Emergency Phone #: INSPECTIONS I. Floatable Debris and Oil 1. Remove manhole lid to expose liquid surface of the Aqua-Swirl®. 2. Remove floatable debris with basket or net if any present. 3. If oil is present, measure its depth. Clean liquids from system if one half (½) inch or more oil is present. Note: Water in Aqua-Swirl® can appear black and similar to oil due to the dark body of the surrounding structure. Oil may appear darker than water in the system and is usually accompanied by oil stained debris (e.g. Styrofoam, etc.). The depth of oil can be measured with an oil/water interface probe, a stadia rod with water finding paste, a coliwasa, or collect a representative sample with a jar attached to a rod. II. Sediment Accumulation 1. Lower measuring device (e.g. stadia rod) into swirl chamber through service access provided until top of sediment pile is reached. 2. Record distance to top of sediment pile from top of standing water: inches 3. For Aqua-Swirl® Models AS-3 through AS-13, schedule cleaning if value in Step #2 is 48 to 42 inches or less. 4. For Aqua-Swirl® Model AS-2, schedule cleaning if value in Step #2 is 32 to 30 inches or less. Page 11 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. III. Diversion Structures (External Bypass Features) If a diversion (external bypass) configuration is present, it should be inspected as follows: 1. Inspect weir or other bypass feature for structural decay or damage. Weirs are more susceptible to damage than off-set piping and should be checked to confirm that they are not crumbling (concrete or brick) or decaying (steel). 2. Inspect diversion structure and bypass piping for signs of structural damage or blockage from debris or sediment accumulation. 3. When feasible, measure elevations on diversion weir or piping to ensure it is consistent with site plan designs. 4. Inspect downstream (convergence) structure(s) for sign of blockage or structural failure as noted above. CLEANING Schedule cleaning with local vactor company or AquaShieldTM to remove sediment, oil and other floatable pollutants. The captured material generally does not require special treatment or handling for disposal. Site-specific conditions or the presence of known contaminants may necessitate that appropriate actions be taken to clean and dispose of materials captured and retained by the Aqua-Swirl®. All cleaning activities should be performed in accordance with property health and safety procedures. AquaShieldTM always recommends that all materials removed from the Aqua-Swirl® during the maintenance process be handled and disposed in accordance with local and state environmental or other regulatory requirements. MAINTENANCE SCHEDULE I. During Construction Inspect the Aqua-Swirl® every three (3) months and clean the system as needed. The Aqua-Swirl® should be inspected and cleaned at the end of construction regardless of whether it has reached its maintenance trigger. II. First Year Post-Construction Inspect the Aqua-Swirl® every three (3) months and clean the system as needed. Inspect and clean the system once annually regardless of whether it has reached its sediment or floatable pollutant storage capacity. III. Second and Subsequent Years Post-Construction If the Aqua-Swirl® did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction period, the system can be inspected and cleaned once annually. If the Aqua-Swirl® reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction period, the system should be inspected once Page 12 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. every six (6) months and cleaned as needed. The Aqua-Swirl® should be cleaned annually regardless of whether it reaches its sediment or floatable pollutant capacity. IV. Bypass Structures Bypass structures should be inspected whenever the Aqua-Swirl® is inspected. Maintenance should be performed on bypass structures as needed. MAINTENANCE COMPANY INFORMATION Company Name: Street Address: City: State/Prov.: Zip/Postal Code: Contact: Title: Office Phone: Cell Phone: ACTIVITY LOG Date of Cleaning: (Next inspection should be 3 months from this data for first year). Time of Cleaning: Start: End: Date of Next Inspection: Floatable debris present: Yes No Notes: Oil present: Yes No Oil depth (inches): Measurement method and notes: STRUCTURAL CONDITIONS and OBSERVATIONS Structural damage: Yes No Where: Page 13 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Structural wear: Yes No Where: Odors present: Yes No Describe: Clogging: Yes No Describe: Other Observations: NOTES Additional Comments and/or Actions To Be Taken Time Frame ATTACHMENTS Attach site plan showing Aqua-Swirl® location. Attach detail drawing showing Aqua-Swirl® dimensions and model number. If a diversion configuration is used, attach details showing basic design and elevations (where feasible). Page 14 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® TABULAR MAINTENANCE SCHEDULE Date Construction Started: Date Construction Ended: During Construction Month Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as needed X X X X Inspect Bypass and maintain as needed X X X X Clean System* X* * The Aqua-Swirl® should be cleaned once a year regardless of whether it has reached full pollutant storage capacity. In addition, the system should be cleaned at the end of construction regardless of whether it has reach full pollutant storage capacity. First Year Post-Construction Month Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as needed X X X X Inspect Bypass and maintain as needed X X X X Clean System* X* * The Aqua-Swirl® should be cleaned once a year regardless of whether it has reached full pollutant storage capacity. Second and Subsequent Years Post-Construction Month Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as needed X* Inspect Bypass, maintain as needed X* Clean System* X* * If the Aqua-Swirl® did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction period, the system can be inspected and cleaned once annually. If the Aqua-Swirl® reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction period, the system should be inspected once every six (6) months or more frequently if past history warrants, and cleaned as needed. The Aqua -Swirl® should be cleaned annually regardless of whether it reaches its full sediment or floatable pollutant capacity.