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HomeMy WebLinkAboutThe Walking Company - SWM Design Report  STORMWATER MANAGEMENT REPORT  FOR      THE WALKING CO. EXPANSION  519 LINCOLN COUNTY PKWY EXT.  LINCOLN COUNTY, NORTH CAROLINA                          BY  BURTON ENGINEERING ASSOCIATES  5950 FAIRVIEW ROAD, SUITE 100  CHARLOTTE, NC 28210  (704) 553‐8881      October 26, 2017      TABLE OF CONTENTS      I. NARRATIVE     Introduction  Stormwater Management Requirements  Existing Site Conditions  Proposed Site Conditions  Proposed BMP Design  Conclusions       II. MAPS AND FIGURES     HydroCAD Model Routing Diagram   Drainage Area Maps   NOAA Rainfall Data   Soils Map   USGS Map   FEMA FIRM Map     III. HYDROCAD MODEL OUTPUT    Hydrocad: 1‐inch Storm Event    Hydrocad: 1‐yr 24‐hr Storm Event    Hydrocad: 10‐yr 24‐hr Storm Event    Hydrocad: 50‐yr 24‐hr Storm Event    IV. STORM DRAINAGE HYDRAULIC MODEL    Hydraflow Storm Sewers: 10‐yr 24‐hr Storm Event    V. EROSION CONTROL CALCULATIONS    Sediment Skimmer Basin Spreadsheet  Riprap Apron Design        INTRODUCTION  In 2006 Exeter Property Group permitted and constructed a 224,000sf industrial building with a future  planned expansion of 160,000sf.  Exeter is now proposing an expansion of 83,168sf with ****sf parking area.    STORMWATER MANAGEMENT REQUIREMENTS  NCDEQ Stormwater Management Requirements  1. Storage volume must be discharged at a rate equal to or less than the pre‐development discharge rate for  the 1‐yr 24hr storm event.  2. All SCMs shall be designed so that they do not cause erosion immediately downslope of the discharge  point during the peak flow from the 10‐yr storm event.   3. Control and treatment of the 1 inch storm event    The NCDEQ Stormwater Design Manual is used as the basis for the water quality SCM.  A sand filter system  with offline dry detention was chosen as the most practical treatment facility to provide both quantity and  quality control. These SCMs were designed per the 2017 DEQ BMP Manual, sections C‐0, C‐3, & C‐6.    EXISTING SITE CONDITIONS  The site consists of an existing 224,000sf building with roughly 118,000sf of impervious asphalt and concrete  area. The existing conditions used for detention are assumed from previous surveys to be a hilly (7‐10% slope)  wooded area of fair condition with a hydraulic soil class of B.       Figure: Predevelopment Drainage Areas (HydroCAD Model)                    PROPOSED SITE CONDITIONS  The proposed expansion will add 83,168sf to the existing building area with roughly 168,000sf of impervious  asphalt and concrete. Roughly 354,000sf of residual land will be left in its current state to drain to the analysis  point. This residual area is HSG B and overgrown with brush. A minimum Tc of 5mins has been assumed for  this area.    Figure: Post Developed Drainage Areas to Analysis Point (HydroCAD Model)           PROPOSED BMP DESIGN  The Proposed Sand Filter and Dry Detention system is designed to treat and detain the new Impervious area  as well as a portion of the existing building.  The proposed SCM system will be designed and constructed to  meet the requirements of the NCDEQ New Stormwater Design Manual (C‐0, C‐6, C‐12).    CONCLUSIONS  The NCDEQ Stormwater Management requirements are met in the proposed Wet Pond to be constructed on‐ site.  Below are the existing and proposed peak flow rates and water surface elevations for the site.      PRE/POST SUMMARY TABLE Storm Event Predeveloped Drainage Area (cfs) HydroCAD Node 1S Post Developed Area to Pond (cfs) HydroCAD Node 2S Post (Residual) (cfs) HydroCAD Node 6S SCM System HydroCAD Node 6R WSE / Discharge Combined (Total) Discharge (cfs) HydroCAD Node 7P 1.0” 0.00 4.18 0.00 845.75 / 0.15 cfs 0.15  1yr‐24hr 2.13 21.23 0.05 848.08 / 0.87 cfs 0.87  10yr‐24hr 16.19 41.32 7.91 849.53 / 7.53 cfs 14.65  50yr‐24hr 31.66 56.98 20.94 850.12 / 24.32 cfs 43.43         MAPS & FIGURES  HydroCAD Model Routing Diagram  Drainage Area Maps  Rainfall Data  Soils Map     1S PRE 2S POST 6S Post Residual 6R Outlet Culvert 3P Forebay 4P Detention 5P Sand Filter 7P Analysis Point Routing Diagram for Preliminary Model Prepared by Burton Engineering Associates, Inc, Printed 10/27/2017 HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 2HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.870 61 >75% Grass cover, Good, HSG B (2S) 8.130 48 Brush, Good, HSG B (6S) 4.530 98 Paved parking, HSG B (2S) 0.370 98 Water Surface, HSG B (2S) 13.900 60 Woods, Fair, HSG B (1S) 27.800 63 TOTAL AREA Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 3HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 27.800 HSG B 1S, 2S, 6S 0.000 HSG C 0.000 HSG D 0.000 Other 27.800 TOTAL AREA Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 4HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.870 0.000 0.000 0.000 0.870 >75% Grass cover, Good 2S 0.000 8.130 0.000 0.000 0.000 8.130 Brush, Good 6S 0.000 4.530 0.000 0.000 0.000 4.530 Paved parking 2S 0.000 0.370 0.000 0.000 0.000 0.370 Water Surface 2S 0.000 13.900 0.000 0.000 0.000 13.900 Woods, Fair 1S 0.000 27.800 0.000 0.000 0.000 27.800 TOTAL AREA Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 5HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 6R 843.00 840.00 85.0 0.0353 0.012 24.0 0.0 0.0 2 3P 844.07 843.90 34.0 0.0050 0.010 6.0 0.0 0.0 3 4P 842.10 829.44 84.0 0.1507 0.022 24.0 0.0 0.0 4 5P 843.50 842.90 40.0 0.0150 0.010 6.0 0.0 0.0 Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 6HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=13.900 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment 1S: PRE Flow Length=1,510' Tc=28.9 min CN=60 Runoff=0.00 cfs 0.000 af Runoff Area=5.770 ac 84.92% Impervious Runoff Depth=0.40"Subcatchment 2S: POST Tc=5.0 min CN=92 Runoff=4.18 cfs 0.194 af Runoff Area=354,143 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 6S: Post Residual Tc=5.0 min CN=48 Runoff=0.00 cfs 0.000 af Avg. Flow Depth=0.08' Max Vel=3.35 fps Inflow=0.15 cfs 0.194 afReach 6R: Outlet Culvert 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs Outflow=0.15 cfs 0.194 af Peak Elev=846.70' Storage=2,296 cf Inflow=4.18 cfs 0.194 afPond 3P: Forebay Primary=1.08 cfs 0.194 af Secondary=0.00 cfs 0.000 af Outflow=1.08 cfs 0.194 af Peak Elev=845.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: Detention Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Peak Elev=845.75' Storage=3,937 cf Inflow=1.08 cfs 0.194 afPond 5P: Sand Filter Primary=0.15 cfs 0.194 af Secondary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.194 af Inflow=0.15 cfs 0.194 afPond 7P: Analysis Point Primary=0.15 cfs 0.194 af Total Runoff Area = 27.800 ac Runoff Volume = 0.194 af Average Runoff Depth = 0.08" 82.37% Pervious = 22.900 ac 17.63% Impervious = 4.900 ac Point precipitation frequency estimates (inches/hour)NOAA Atlas 14 Volume 2 Version 3Data type: Precipitation intensityTime series type: Partial durationProject area: Ohio River BasinLocation na North Caro USAStation Name: ‐Latitude: 35.5220°Longitude: ‐81.1999°Elevation (USGS): None NonePRECIPITATION FREQUENCY ESTIMATESby duration1 2 5 10 25 50 100 200 500 10005‐min: 4.63 5.48 6.44 7.15 8 8.62 9.2 9.77 10.45 10.9710‐min: 3.7 4.39 5.15 5.72 6.38 6.86 7.31 7.74 8.26 8.6315‐min: 3.09 3.68 4.35 4.82 5.39 5.79 6.16 6.51 6.93 7.2230‐min: 2.12 2.54 3.09 3.49 3.99 4.36 4.72 5.07 5.52 5.8560‐min: 1.32 1.59 1.98 2.27 2.66 2.96 3.25 3.55 3.96 4.272‐hr: 0.77 0.93 1.16 1.35 1.59 1.79 1.99 2.19 2.47 2.73‐hr: 0.55 0.66 0.83 0.96 1.15 1.3 1.46 1.62 1.86 2.056‐hr: 0.34 0.4 0.51 0.59 0.7 0.8 0.89 1 1.14 1.2612‐hr: 0.2 0.24 0.31 0.36 0.43 0.48 0.54 0.6 0.69 0.7624‐hr: 0.12 0.15 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.452‐day: 0.07 0.09 0.11 0.13 0.15 0.17 0.19 0.21 0.23 0.253‐day: 0.05 0.06 0.08 0.09 0.1 0.12 0.13 0.14 0.16 0.184‐day: 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.13 0.147‐day: 0.03 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.08 0.0810‐day: 0.02 0.03 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.0620‐day: 0.01 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.04 0.0430‐day: 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.0345‐day: 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.0260‐day: 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02Date/time (GMT):  Mon Mar 27 18:09:12 2017pyRunTime:  0.0512480735779   SAND FILTER DESIGN     Sand Filter NCDENR 2007 10/27/2017BRYTON HAMBRIGHT ROAD WATER QUALITY SAND FILTER DESIGN Updated per NCDENR 2007 BMP Manual & Sept 2009 85% Total Suspended Solids 35% Total Nitrogen 45% total Phosphate COMPUTE WATER QUALITY VOLUME Drainage Area =5.77 ac % Impervious = 82.00 % Curve Number = 92.00 USE SIMPLE METHODRv=0.05+0.009(I) Rv=0.05+0.009(I) 0.788 IN/IN P= 1.0 IN S = 0.870 PModified =1.48 Pactual =1.73 (rainfall generating 1" of runoff in HydroCAD) WQV = 16,505 ft3 WQV Adj = 12,379 ft3 DETERMINE FILTER BED & SEDIMENTATION BASIN SURFACE AREA h MaxFilter = h MaxFilter 4.43 Assume h MaxFilter h MaxFilter 2.00 ft Min. (As + AF)= 3,408 ft2 3.0 Min. Area for Sedimentation Chamber Min. Area for Sand Filter AS = [240*Rv*A]*Rd AS =1,089 ft2 Af = 1,704 ft2 Elev Bottom Area Used = 2,000 ft2 Bottom Area Used = 1,704.00 ft2 845 3.5 ft/day x 1.66 days x (Avg Head + 1.5 ft)Af =WQV x 1.5 ft WQV Adj (ft3) As (ft2) + Af (ft2) A diversion or bypass structure  must divert all but the design  flow for the filter Maximum contributing drainage  area to a Sand Filter is 5 acres Choose a combination of Af & hMaxFilter to  meet the space available.  Sedimentation  Chamber and Sand Filter should be about  the same size. Maximum Head on the Sand Filter must  not exceed 6 ft (Design Storm only) Modified P to account for the rainfall loss in the 1" Storm (to be used  in lieu of the 1" depth in the  SCS rainfall distribution) Q= ( P‐Ia )^2/( P‐Ia +S ) solved for P  = [ ( 4Q x S + Q^2 )^1/2 + Q + 2 x Ia ] / 2 Page 1 of 5 Sand Filter NCDENR 2007 10/27/2017 Top Area Used = 6,722 ft2 Top Area Used = 3,627 ft2 847 8,722 ft3 5,331 ft3 VERIFY VOLUMES Voltotal =( As + Af ) x hMaxFilter Voltotal = 14,053 ft3 Compare to WQVAdj P:\DWG\017.667.001 519 Lincoln County Parkway\6. Calcs\SWM\Excel\NCDENRWqcalcs1C.xls Page 2 of 5 Sand Filter NCDENR 2007 10/27/2017 SIZE UNDERDRAIN SYSTEM Determine capacity of Under Drain System Af = WQv x df / [ ( k x Hf +Df) x Tf ] Where: Af = 1,704 ft2 surface area of filter bed df = 1.5 ft filter bed depth k = 3.5 ft/day coefficient of permeability media hf = 1.00 ft average height of water above filter bed, (Hmax / 2) Tf = 1.66 Days (40 Hours, 1.66 Days)) 2.0 Ft Max. Depth of Storage Volume Af Provided=806 ft2 surface area provided (806 sf Bottom of Sand) Q at Full Depth = 0.076 cfs Q at Avg Depth = 0.054 cfs Time to Drain= 84.90 hrs Safety Factor of 10 0.540 cfs Compute Perforation Capacity Pipes Length 4 Holes/Row # of Perforations = 1 290 4 = 2320 Holes 50% of Perforations = 1160 Holes Capacity of One Hole = CA(2gh)^0.5 0.007 cfs/Hole Total Capacity = 8.023 cfs apacity of Filter Media = 0.540 cfs Perforation Capacity =>Media Capac OK Bottom of sand to have min surface area  as well.  May go to 1:1 slope 3/8" Dia. Hole Holes spaced 6" o/c. Min of 2 pipes  Max 10' o/c P:\DWG\017.667.001 519 Lincoln County Parkway\6. Calcs\SWM\Excel\NCDENRWqcalcs1C.xls Page 3 of 5   HYDROCAD OUTPUT  1.0‐inch Storm Event       Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 7HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 1-inch-24hr Rainfall=1.00" Area (ac) CN Description 13.900 60 Woods, Fair, HSG B 13.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 300 0.0900 0.19 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.61" 1.0 257 0.0733 4.36 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 953 0.0100 13.39 1,311.77 Channel Flow, Area= 98.0 sf Perim= 29.0' r= 3.38' n= 0.025 Earth, clean & winding 28.9 1,510 Total Subcatchment 1S: PRE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 1-inch-24hr Rainfall=1.00" Runoff Area=13.900 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=1,510' Tc=28.9 min CN=60 0.00 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 8HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POST [49] Hint: Tc<2dt may require smaller dt Runoff = 4.18 cfs @ 11.96 hrs, Volume= 0.194 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 1-inch-24hr Rainfall=1.00" Area (ac) CN Description 0.370 98 Water Surface, HSG B 4.530 98 Paved parking, HSG B 0.870 61 >75% Grass cover, Good, HSG B 5.770 92 Weighted Average 0.870 15.08% Pervious Area 4.900 84.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: POST Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 1-inch-24hr Rainfall=1.00" Runoff Area=5.770 ac Runoff Volume=0.194 af Runoff Depth=0.40" Tc=5.0 min CN=92 4.18 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 9HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post Residual [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 1-inch-24hr Rainfall=1.00" Area (sf) CN Description 354,143 48 Brush, Good, HSG B 354,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Post Residual Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 1-inch-24hr Rainfall=1.00" Runoff Area=354,143 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5.0 min CN=48 0.00 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 10HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Reach 6R: Outlet Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 0.40" for 1-inch-24hr event Inflow = 0.15 cfs @ 14.11 hrs, Volume= 0.194 af Outflow = 0.15 cfs @ 14.12 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Max. Velocity= 3.35 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.99 fps, Avg. Travel Time= 0.7 min Peak Storage= 4 cf @ 14.12 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 46.04 cfs 24.0" Round Pipe n= 0.012 Length= 85.0' Slope= 0.0353 '/' Inlet Invert= 843.00', Outlet Invert= 840.00' Reach 6R: Outlet Culvert Inflow Outflow Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5.770 ac Avg. Flow Depth=0.08' Max Vel=3.35 fps 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs 0.15 cfs0.15 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 11HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 6R: Outlet Culvert Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 843.00 0.0 0 843.02 0.0 0 843.04 0.0 1 843.06 0.0 2 843.08 0.0 4 843.10 0.1 5 843.12 0.1 7 843.14 0.1 8 843.16 0.1 10 843.18 0.1 12 843.20 0.2 14 843.22 0.2 16 843.24 0.2 18 843.26 0.2 20 843.28 0.3 23 843.30 0.3 25 843.32 0.3 28 843.34 0.4 30 843.36 0.4 33 843.38 0.4 35 843.40 0.4 38 843.42 0.5 41 843.44 0.5 44 843.46 0.5 46 843.48 0.6 49 843.50 0.6 52 843.52 0.6 55 843.54 0.7 58 843.56 0.7 61 843.58 0.8 64 843.60 0.8 67 843.62 0.8 71 843.64 0.9 74 843.66 0.9 77 843.68 0.9 80 843.70 1.0 83 843.72 1.0 87 843.74 1.1 90 843.76 1.1 93 843.78 1.1 96 843.80 1.2 100 843.82 1.2 103 843.84 1.3 106 843.86 1.3 110 843.88 1.3 113 843.90 1.4 117 843.92 1.4 120 843.94 1.5 123 843.96 1.5 127 843.98 1.5 130 844.00 1.6 134 844.02 1.6 137 844.04 1.7 140 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 844.06 1.7 144 844.08 1.7 147 844.10 1.8 150 844.12 1.8 154 844.14 1.8 157 844.16 1.9 161 844.18 1.9 164 844.20 2.0 167 844.22 2.0 171 844.24 2.0 174 844.26 2.1 177 844.28 2.1 180 844.30 2.2 184 844.32 2.2 187 844.34 2.2 190 844.36 2.3 193 844.38 2.3 197 844.40 2.3 200 844.42 2.4 203 844.44 2.4 206 844.46 2.5 209 844.48 2.5 212 844.50 2.5 215 844.52 2.6 218 844.54 2.6 221 844.56 2.6 223 844.58 2.7 226 844.60 2.7 229 844.62 2.7 232 844.64 2.8 234 844.66 2.8 237 844.68 2.8 239 844.70 2.8 242 844.72 2.9 244 844.74 2.9 247 844.76 2.9 249 844.78 3.0 251 844.80 3.0 253 844.82 3.0 255 844.84 3.0 257 844.86 3.0 259 844.88 3.1 260 844.90 3.1 262 844.92 3.1 263 844.94 3.1 265 844.96 3.1 266 844.98 3.1 267 845.00 3.1 267 Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 12HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 0.40" for 1-inch-24hr event Inflow = 4.18 cfs @ 11.96 hrs, Volume= 0.194 af Outflow = 1.08 cfs @ 12.11 hrs, Volume= 0.194 af, Atten= 74%, Lag= 8.6 min Primary = 1.08 cfs @ 12.11 hrs, Volume= 0.194 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 846.70' @ 12.11 hrs Surf.Area= 2,116 sf Storage= 2,296 cf Plug-Flow detention time= 60.8 min calculated for 0.193 af (100% of inflow) Center-of-Mass det. time= 60.9 min ( 905.1 - 844.2 ) Volume Invert Avail.Storage Storage Description #1 844.57' 29,501 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.57 0 0 0 845.00 575 124 124 846.00 1,350 963 1,086 847.00 2,446 1,898 2,984 848.00 4,207 3,327 6,311 849.00 6,961 5,584 11,895 850.00 8,723 7,842 19,737 851.00 10,805 9,764 29,501 Device Routing Invert Outlet Devices #1 Primary 844.07'6.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 844.07' / 843.90' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Device 1 844.57'1.0" Vert. Orifice/Grate X 5.00 columns X 6 rows with 1.0" cc spacing C= 0.600 #3 Secondary 848.20'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Primary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 13HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=1.07 cfs @ 12.11 hrs HW=846.70' TW=844.68' (Dynamic Tailwater) 1=Culvert (Passes 1.07 cfs of 1.27 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.07 cfs @ 6.57 fps) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=844.57' TW=845.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Forebay Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=5.770 ac Peak Elev=846.70' Storage=2,296 cf 4.18 cfs 1.08 cfs1.08 cfs 0.00 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 14HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: Forebay Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.57 0 0 844.67 134 7 844.77 267 27 844.87 401 60 844.97 535 107 845.07 629 166 845.17 707 233 845.27 784 307 845.37 862 389 845.47 939 479 845.57 1,017 577 845.67 1,094 683 845.77 1,172 796 845.87 1,249 917 845.97 1,327 1,046 846.07 1,427 1,183 846.17 1,536 1,331 846.27 1,646 1,491 846.37 1,756 1,661 846.47 1,865 1,842 846.57 1,975 2,034 846.67 2,084 2,237 846.77 2,194 2,451 846.87 2,304 2,675 846.97 2,413 2,911 847.07 2,569 3,160 847.17 2,745 3,425 847.27 2,921 3,709 847.37 3,098 4,010 847.47 3,274 4,328 847.57 3,450 4,664 847.67 3,626 5,018 847.77 3,802 5,390 847.87 3,978 5,779 847.97 4,154 6,185 848.07 4,400 6,612 848.17 4,675 7,066 848.27 4,951 7,547 848.37 5,226 8,056 848.47 5,501 8,592 848.57 5,777 9,156 848.67 6,052 9,747 848.77 6,328 10,366 848.87 6,603 11,013 848.97 6,878 11,687 849.07 7,084 12,386 849.17 7,261 13,103 849.27 7,437 13,838 849.37 7,613 14,591 849.47 7,789 15,361 849.57 7,965 16,149 849.67 8,142 16,954 849.77 8,318 17,777 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.87 8,494 18,618 849.97 8,670 19,476 850.07 8,869 20,352 850.17 9,077 21,250 850.27 9,285 22,168 850.37 9,493 23,107 850.47 9,702 24,066 850.57 9,910 25,047 850.67 10,118 26,048 850.77 10,326 27,071 850.87 10,534 28,114 850.97 10,743 29,177 Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 15HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Detention Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 845.00' @ 0.00 hrs Surf.Area= 1,060 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 845.00' 36,958 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 845.00 1,060 0 0 846.00 4,240 2,650 2,650 847.00 5,163 4,702 7,352 848.00 6,263 5,713 13,065 849.00 7,370 6,817 19,881 850.00 8,496 7,933 27,814 851.00 9,792 9,144 36,958 Device Routing Invert Outlet Devices #1 Primary 842.10'24.0" Round Culvert L= 84.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 842.10' / 829.44' S= 0.1507 '/' Cc= 0.900 n= 0.022, Flow Area= 3.14 sf #2 Device 1 845.00'1.5" Horiz. 1yr - Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 847.60'10.0" W x 24.0" H Vert. 10yr - Orifice C= 0.600 #4 Device 1 849.60'36.0" W x 6.0" H Vert. 50yr - Orifice X 4.00 C= 0.600 #5 Secondary 850.00'60.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' TW=843.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 16.81 cfs potential flow) 2=1yr - Orifice ( Controls 0.00 cfs) 3=10yr - Orifice ( Controls 0.00 cfs) 4=50yr - Orifice ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 16HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 4P: Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Peak Elev=845.00' Storage=0 cf 0.00 cfs0.00 cfs0.00 cfs0.00 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 17HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: Detention Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 845.00 1,060 0 845.10 1,378 122 845.20 1,696 276 845.30 2,014 461 845.40 2,332 678 845.50 2,650 928 845.60 2,968 1,208 845.70 3,286 1,521 845.80 3,604 1,866 845.90 3,922 2,242 846.00 4,240 2,650 846.10 4,332 3,079 846.20 4,425 3,516 846.30 4,517 3,964 846.40 4,609 4,420 846.50 4,702 4,885 846.60 4,794 5,360 846.70 4,886 5,844 846.80 4,978 6,337 846.90 5,071 6,840 847.00 5,163 7,352 847.10 5,273 7,873 847.20 5,383 8,406 847.30 5,493 8,950 847.40 5,603 9,505 847.50 5,713 10,071 847.60 5,823 10,647 847.70 5,933 11,235 847.80 6,043 11,834 847.90 6,153 12,444 848.00 6,263 13,065 848.10 6,374 13,696 848.20 6,484 14,339 848.30 6,595 14,993 848.40 6,706 15,658 848.50 6,817 16,334 848.60 6,927 17,022 848.70 7,038 17,720 848.80 7,149 18,429 848.90 7,259 19,150 849.00 7,370 19,881 849.10 7,483 20,624 849.20 7,595 21,378 849.30 7,708 22,143 849.40 7,820 22,919 849.50 7,933 23,707 849.60 8,046 24,506 849.70 8,158 25,316 849.80 8,271 26,137 849.90 8,383 26,970 850.00 8,496 27,814 850.10 8,626 28,670 850.20 8,755 29,539 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 850.30 8,885 30,421 850.40 9,014 31,316 850.50 9,144 32,224 850.60 9,274 33,145 850.70 9,403 34,079 850.80 9,533 35,026 850.90 9,662 35,985 851.00 9,792 36,958 Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 18HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Sand Filter Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 0.40" for 1-inch-24hr event Inflow = 1.08 cfs @ 12.11 hrs, Volume= 0.194 af Outflow = 0.15 cfs @ 14.11 hrs, Volume= 0.194 af, Atten= 86%, Lag= 120.5 min Primary = 0.15 cfs @ 14.11 hrs, Volume= 0.194 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 845.75' @ 14.11 hrs Surf.Area= 2,752 sf Storage= 3,937 cf Plug-Flow detention time= 394.0 min calculated for 0.194 af (100% of inflow) Center-of-Mass det. time= 393.4 min ( 1,298.6 - 905.1 ) Volume Invert Avail.Storage Storage Description #1 844.00' 29,322 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 1,705 0 0 845.00 2,268 1,987 1,987 846.00 2,911 2,590 4,576 847.00 3,627 3,269 7,845 848.00 4,417 4,022 11,867 849.00 5,279 4,848 16,715 850.00 6,213 5,746 22,461 851.00 7,509 6,861 29,322 Device Routing Invert Outlet Devices #1 Primary 843.50'6.0" Round Culvert L= 40.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 843.50' / 842.90' S= 0.0150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 844.00'Special & User-Defined Head (feet) 0.00 1.50 3.00 4.50 6.00 Disch. (cfs) 0.000 0.138 0.207 0.276 0.345 #3 Secondary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.15 cfs @ 14.11 hrs HW=845.75' TW=843.08' (Dynamic Tailwater) 1=Culvert (Passes 0.15 cfs of 1.32 cfs potential flow) 2=Special & User-Defined (Custom Controls 0.15 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=844.00' TW=845.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 19HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 5P: Sand Filter Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=5.770 ac Peak Elev=845.75' Storage=3,937 cf 1.08 cfs 0.15 cfs0.15 cfs 0.00 cfs Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 20HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: Sand Filter Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.00 1,705 0 844.10 1,761 199 844.20 1,818 397 844.30 1,874 596 844.40 1,930 795 844.50 1,987 993 844.60 2,043 1,192 844.70 2,099 1,391 844.80 2,155 1,589 844.90 2,212 1,788 845.00 2,268 1,987 845.10 2,332 2,245 845.20 2,397 2,504 845.30 2,461 2,763 845.40 2,525 3,022 845.50 2,590 3,281 845.60 2,654 3,540 845.70 2,718 3,799 845.80 2,782 4,058 845.90 2,847 4,317 846.00 2,911 4,576 846.10 2,983 4,903 846.20 3,054 5,230 846.30 3,126 5,557 846.40 3,197 5,884 846.50 3,269 6,211 846.60 3,341 6,537 846.70 3,412 6,864 846.80 3,484 7,191 846.90 3,555 7,518 847.00 3,627 7,845 847.10 3,706 8,247 847.20 3,785 8,649 847.30 3,864 9,052 847.40 3,943 9,454 847.50 4,022 9,856 847.60 4,101 10,258 847.70 4,180 10,660 847.80 4,259 11,063 847.90 4,338 11,465 848.00 4,417 11,867 848.10 4,503 12,352 848.20 4,589 12,837 848.30 4,676 13,321 848.40 4,762 13,806 848.50 4,848 14,291 848.60 4,934 14,776 848.70 5,020 15,261 848.80 5,107 15,745 848.90 5,193 16,230 849.00 5,279 16,715 849.10 5,372 17,290 849.20 5,466 17,864 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.30 5,559 18,439 849.40 5,653 19,013 849.50 5,746 19,588 849.60 5,839 20,163 849.70 5,933 20,737 849.80 6,026 21,312 849.90 6,120 21,886 850.00 6,213 22,461 850.10 6,343 23,147 850.20 6,472 23,833 850.30 6,602 24,519 850.40 6,731 25,205 850.50 6,861 25,892 850.60 6,991 26,578 850.70 7,120 27,264 850.80 7,250 27,950 850.90 7,379 28,636 851.00 7,509 29,322 Type II 24-hr 1-inch-24hr Rainfall=1.00"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 21HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Analysis Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.900 ac, 35.25% Impervious, Inflow Depth = 0.17" for 1-inch-24hr event Inflow = 0.15 cfs @ 14.12 hrs, Volume= 0.194 af Primary = 0.15 cfs @ 14.12 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 7P: Analysis Point Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=13.900 ac 0.15 cfs0.15 cfs   HYDROCAD OUTPUT  1yr‐24hr Storm Event     Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 22HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=13.900 ac 0.00% Impervious Runoff Depth=0.33"Subcatchment 1S: PRE Flow Length=1,510' Tc=28.9 min CN=60 Runoff=2.13 cfs 0.378 af Runoff Area=5.770 ac 84.92% Impervious Runoff Depth=2.14"Subcatchment 2S: POST Tc=5.0 min CN=92 Runoff=21.23 cfs 1.030 af Runoff Area=354,143 sf 0.00% Impervious Runoff Depth=0.06"Subcatchment 6S: Post Residual Tc=5.0 min CN=48 Runoff=0.05 cfs 0.038 af Avg. Flow Depth=0.19' Max Vel=5.70 fps Inflow=0.87 cfs 1.030 afReach 6R: Outlet Culvert 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs Outflow=0.87 cfs 1.030 af Peak Elev=848.47' Storage=8,609 cf Inflow=21.23 cfs 1.030 afPond 3P: Forebay Primary=1.25 cfs 0.698 af Secondary=20.59 cfs 0.332 af Outflow=21.84 cfs 1.030 af Peak Elev=847.96' Storage=12,808 cf Inflow=20.59 cfs 0.332 afPond 4P: Detention Primary=0.68 cfs 0.332 af Secondary=0.00 cfs 0.000 af Outflow=0.68 cfs 0.332 af Peak Elev=848.08' Storage=12,278 cf Inflow=1.25 cfs 0.698 afPond 5P: Sand Filter Primary=0.26 cfs 0.698 af Secondary=0.00 cfs 0.000 af Outflow=0.26 cfs 0.698 af Inflow=0.87 cfs 1.069 afPond 7P: Analysis Point Primary=0.87 cfs 1.069 af Total Runoff Area = 27.800 ac Runoff Volume = 1.446 af Average Runoff Depth = 0.62" 82.37% Pervious = 22.900 ac 17.63% Impervious = 4.900 ac Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 23HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE Runoff = 2.13 cfs @ 12.33 hrs, Volume= 0.378 af, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 1yr-24hr Rainfall=2.98" Area (ac) CN Description 13.900 60 Woods, Fair, HSG B 13.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 300 0.0900 0.19 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.61" 1.0 257 0.0733 4.36 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 953 0.0100 13.39 1,311.77 Channel Flow, Area= 98.0 sf Perim= 29.0' r= 3.38' n= 0.025 Earth, clean & winding 28.9 1,510 Total Subcatchment 1S: PRE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 1yr-24hr Rainfall=2.98" Runoff Area=13.900 ac Runoff Volume=0.378 af Runoff Depth=0.33" Flow Length=1,510' Tc=28.9 min CN=60 2.13 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 24HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POST [49] Hint: Tc<2dt may require smaller dt Runoff = 21.23 cfs @ 11.95 hrs, Volume= 1.030 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 1yr-24hr Rainfall=2.98" Area (ac) CN Description 0.370 98 Water Surface, HSG B 4.530 98 Paved parking, HSG B 0.870 61 >75% Grass cover, Good, HSG B 5.770 92 Weighted Average 0.870 15.08% Pervious Area 4.900 84.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: POST Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)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 1yr-24hr Rainfall=2.98" Runoff Area=5.770 ac Runoff Volume=1.030 af Runoff Depth=2.14" Tc=5.0 min CN=92 21.23 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 25HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post Residual [49] Hint: Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 15.04 hrs, Volume= 0.038 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 1yr-24hr Rainfall=2.98" Area (sf) CN Description 354,143 48 Brush, Good, HSG B 354,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Post Residual Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 1yr-24hr Rainfall=2.98" Runoff Area=354,143 sf Runoff Volume=0.038 af Runoff Depth=0.06" Tc=5.0 min CN=48 0.05 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 26HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Reach 6R: Outlet Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 2.14" for 1yr-24hr event Inflow = 0.87 cfs @ 12.53 hrs, Volume= 1.030 af Outflow = 0.87 cfs @ 12.53 hrs, Volume= 1.030 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Max. Velocity= 5.70 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.83 fps, Avg. Travel Time= 0.5 min Peak Storage= 13 cf @ 12.53 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 46.04 cfs 24.0" Round Pipe n= 0.012 Length= 85.0' Slope= 0.0353 '/' Inlet Invert= 843.00', Outlet Invert= 840.00' Reach 6R: Outlet Culvert Inflow Outflow Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.770 ac Avg. Flow Depth=0.19' Max Vel=5.70 fps 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs 0.87 cfs0.87 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 27HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 6R: Outlet Culvert Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 843.00 0.0 0 843.02 0.0 0 843.04 0.0 1 843.06 0.0 2 843.08 0.0 4 843.10 0.1 5 843.12 0.1 7 843.14 0.1 8 843.16 0.1 10 843.18 0.1 12 843.20 0.2 14 843.22 0.2 16 843.24 0.2 18 843.26 0.2 20 843.28 0.3 23 843.30 0.3 25 843.32 0.3 28 843.34 0.4 30 843.36 0.4 33 843.38 0.4 35 843.40 0.4 38 843.42 0.5 41 843.44 0.5 44 843.46 0.5 46 843.48 0.6 49 843.50 0.6 52 843.52 0.6 55 843.54 0.7 58 843.56 0.7 61 843.58 0.8 64 843.60 0.8 67 843.62 0.8 71 843.64 0.9 74 843.66 0.9 77 843.68 0.9 80 843.70 1.0 83 843.72 1.0 87 843.74 1.1 90 843.76 1.1 93 843.78 1.1 96 843.80 1.2 100 843.82 1.2 103 843.84 1.3 106 843.86 1.3 110 843.88 1.3 113 843.90 1.4 117 843.92 1.4 120 843.94 1.5 123 843.96 1.5 127 843.98 1.5 130 844.00 1.6 134 844.02 1.6 137 844.04 1.7 140 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 844.06 1.7 144 844.08 1.7 147 844.10 1.8 150 844.12 1.8 154 844.14 1.8 157 844.16 1.9 161 844.18 1.9 164 844.20 2.0 167 844.22 2.0 171 844.24 2.0 174 844.26 2.1 177 844.28 2.1 180 844.30 2.2 184 844.32 2.2 187 844.34 2.2 190 844.36 2.3 193 844.38 2.3 197 844.40 2.3 200 844.42 2.4 203 844.44 2.4 206 844.46 2.5 209 844.48 2.5 212 844.50 2.5 215 844.52 2.6 218 844.54 2.6 221 844.56 2.6 223 844.58 2.7 226 844.60 2.7 229 844.62 2.7 232 844.64 2.8 234 844.66 2.8 237 844.68 2.8 239 844.70 2.8 242 844.72 2.9 244 844.74 2.9 247 844.76 2.9 249 844.78 3.0 251 844.80 3.0 253 844.82 3.0 255 844.84 3.0 257 844.86 3.0 259 844.88 3.1 260 844.90 3.1 262 844.92 3.1 263 844.94 3.1 265 844.96 3.1 266 844.98 3.1 267 845.00 3.1 267 Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 28HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay [90] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 2.14" for 1yr-24hr event Inflow = 21.23 cfs @ 11.95 hrs, Volume= 1.030 af Outflow = 21.84 cfs @ 11.97 hrs, Volume= 1.030 af, Atten= 0%, Lag= 0.8 min Primary = 1.25 cfs @ 11.93 hrs, Volume= 0.698 af Secondary = 20.59 cfs @ 11.97 hrs, Volume= 0.332 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 848.47' @ 11.97 hrs Surf.Area= 5,510 sf Storage= 8,609 cf Plug-Flow detention time= 201.6 min calculated for 1.030 af (100% of inflow) Center-of-Mass det. time= 202.2 min ( 998.5 - 796.3 ) Volume Invert Avail.Storage Storage Description #1 844.57' 29,501 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.57 0 0 0 845.00 575 124 124 846.00 1,350 963 1,086 847.00 2,446 1,898 2,984 848.00 4,207 3,327 6,311 849.00 6,961 5,584 11,895 850.00 8,723 7,842 19,737 851.00 10,805 9,764 29,501 Device Routing Invert Outlet Devices #1 Primary 844.07'6.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 844.07' / 843.90' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Device 1 844.57'1.0" Vert. Orifice/Grate X 5.00 columns X 6 rows with 1.0" cc spacing C= 0.600 #3 Secondary 848.20'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Primary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 29HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=1.23 cfs @ 11.93 hrs HW=848.44' TW=846.01' (Dynamic Tailwater) 1=Culvert (Passes 1.23 cfs of 1.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.23 cfs @ 7.51 fps) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=19.31 cfs @ 11.97 hrs HW=848.46' TW=846.46' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 19.31 cfs @ 1.23 fps) Pond 3P: Forebay Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.770 ac Peak Elev=848.47' Storage=8,609 cf 21.23 cfs21.84 cfs 1.25 cfs 20.59 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 30HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: Forebay Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.57 0 0 844.67 134 7 844.77 267 27 844.87 401 60 844.97 535 107 845.07 629 166 845.17 707 233 845.27 784 307 845.37 862 389 845.47 939 479 845.57 1,017 577 845.67 1,094 683 845.77 1,172 796 845.87 1,249 917 845.97 1,327 1,046 846.07 1,427 1,183 846.17 1,536 1,331 846.27 1,646 1,491 846.37 1,756 1,661 846.47 1,865 1,842 846.57 1,975 2,034 846.67 2,084 2,237 846.77 2,194 2,451 846.87 2,304 2,675 846.97 2,413 2,911 847.07 2,569 3,160 847.17 2,745 3,425 847.27 2,921 3,709 847.37 3,098 4,010 847.47 3,274 4,328 847.57 3,450 4,664 847.67 3,626 5,018 847.77 3,802 5,390 847.87 3,978 5,779 847.97 4,154 6,185 848.07 4,400 6,612 848.17 4,675 7,066 848.27 4,951 7,547 848.37 5,226 8,056 848.47 5,501 8,592 848.57 5,777 9,156 848.67 6,052 9,747 848.77 6,328 10,366 848.87 6,603 11,013 848.97 6,878 11,687 849.07 7,084 12,386 849.17 7,261 13,103 849.27 7,437 13,838 849.37 7,613 14,591 849.47 7,789 15,361 849.57 7,965 16,149 849.67 8,142 16,954 849.77 8,318 17,777 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.87 8,494 18,618 849.97 8,670 19,476 850.07 8,869 20,352 850.17 9,077 21,250 850.27 9,285 22,168 850.37 9,493 23,107 850.47 9,702 24,066 850.57 9,910 25,047 850.67 10,118 26,048 850.77 10,326 27,071 850.87 10,534 28,114 850.97 10,743 29,177 Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 31HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Detention Inflow = 20.59 cfs @ 11.97 hrs, Volume= 0.332 af Outflow = 0.68 cfs @ 12.52 hrs, Volume= 0.332 af, Atten= 97%, Lag= 33.3 min Primary = 0.68 cfs @ 12.52 hrs, Volume= 0.332 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 847.96' @ 12.52 hrs Surf.Area= 6,218 sf Storage= 12,808 cf Plug-Flow detention time= 999.5 min calculated for 0.332 af (100% of inflow) Center-of-Mass det. time= 999.0 min ( 1,723.4 - 724.5 ) Volume Invert Avail.Storage Storage Description #1 845.00' 36,958 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 845.00 1,060 0 0 846.00 4,240 2,650 2,650 847.00 5,163 4,702 7,352 848.00 6,263 5,713 13,065 849.00 7,370 6,817 19,881 850.00 8,496 7,933 27,814 851.00 9,792 9,144 36,958 Device Routing Invert Outlet Devices #1 Primary 842.10'24.0" Round Culvert L= 84.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 842.10' / 829.44' S= 0.1507 '/' Cc= 0.900 n= 0.022, Flow Area= 3.14 sf #2 Device 1 845.00'1.5" Horiz. 1yr - Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 847.60'10.0" W x 24.0" H Vert. 10yr - Orifice C= 0.600 #4 Device 1 849.60'36.0" W x 6.0" H Vert. 50yr - Orifice X 4.00 C= 0.600 #5 Secondary 850.00'60.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.68 cfs @ 12.52 hrs HW=847.96' TW=843.19' (Dynamic Tailwater) 1=Culvert (Passes 0.68 cfs of 25.96 cfs potential flow) 2=1yr - Orifice (Orifice Controls 0.10 cfs @ 8.28 fps) 3=10yr - Orifice (Orifice Controls 0.57 cfs @ 1.92 fps) 4=50yr - Orifice ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 32HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 4P: Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Peak Elev=847.96' Storage=12,808 cf 20.59 cfs 0.68 cfs0.68 cfs 0.00 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 33HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: Detention Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 845.00 1,060 0 845.10 1,378 122 845.20 1,696 276 845.30 2,014 461 845.40 2,332 678 845.50 2,650 928 845.60 2,968 1,208 845.70 3,286 1,521 845.80 3,604 1,866 845.90 3,922 2,242 846.00 4,240 2,650 846.10 4,332 3,079 846.20 4,425 3,516 846.30 4,517 3,964 846.40 4,609 4,420 846.50 4,702 4,885 846.60 4,794 5,360 846.70 4,886 5,844 846.80 4,978 6,337 846.90 5,071 6,840 847.00 5,163 7,352 847.10 5,273 7,873 847.20 5,383 8,406 847.30 5,493 8,950 847.40 5,603 9,505 847.50 5,713 10,071 847.60 5,823 10,647 847.70 5,933 11,235 847.80 6,043 11,834 847.90 6,153 12,444 848.00 6,263 13,065 848.10 6,374 13,696 848.20 6,484 14,339 848.30 6,595 14,993 848.40 6,706 15,658 848.50 6,817 16,334 848.60 6,927 17,022 848.70 7,038 17,720 848.80 7,149 18,429 848.90 7,259 19,150 849.00 7,370 19,881 849.10 7,483 20,624 849.20 7,595 21,378 849.30 7,708 22,143 849.40 7,820 22,919 849.50 7,933 23,707 849.60 8,046 24,506 849.70 8,158 25,316 849.80 8,271 26,137 849.90 8,383 26,970 850.00 8,496 27,814 850.10 8,626 28,670 850.20 8,755 29,539 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 850.30 8,885 30,421 850.40 9,014 31,316 850.50 9,144 32,224 850.60 9,274 33,145 850.70 9,403 34,079 850.80 9,533 35,026 850.90 9,662 35,985 851.00 9,792 36,958 Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 34HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Sand Filter Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 1.45" for 1yr-24hr event Inflow = 1.25 cfs @ 11.93 hrs, Volume= 0.698 af Outflow = 0.26 cfs @ 19.50 hrs, Volume= 0.698 af, Atten= 79%, Lag= 453.9 min Primary = 0.26 cfs @ 19.50 hrs, Volume= 0.698 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 848.08' @ 19.50 hrs Surf.Area= 4,490 sf Storage= 12,278 cf Plug-Flow detention time= 631.3 min calculated for 0.698 af (100% of inflow) Center-of-Mass det. time= 631.9 min ( 1,760.6 - 1,128.7 ) Volume Invert Avail.Storage Storage Description #1 844.00' 29,322 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 1,705 0 0 845.00 2,268 1,987 1,987 846.00 2,911 2,590 4,576 847.00 3,627 3,269 7,845 848.00 4,417 4,022 11,867 849.00 5,279 4,848 16,715 850.00 6,213 5,746 22,461 851.00 7,509 6,861 29,322 Device Routing Invert Outlet Devices #1 Primary 843.50'6.0" Round Culvert L= 40.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 843.50' / 842.90' S= 0.0150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 844.00'Special & User-Defined Head (feet) 0.00 1.50 3.00 4.50 6.00 Disch. (cfs) 0.000 0.138 0.207 0.276 0.345 #3 Secondary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.26 cfs @ 19.50 hrs HW=848.08' TW=843.12' (Dynamic Tailwater) 1=Culvert (Passes 0.26 cfs of 1.86 cfs potential flow) 2=Special & User-Defined (Custom Controls 0.26 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=844.00' TW=845.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 35HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 5P: Sand Filter Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=5.770 ac Peak Elev=848.08' Storage=12,278 cf 1.25 cfs 0.26 cfs0.26 cfs 0.00 cfs Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 36HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: Sand Filter Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.00 1,705 0 844.10 1,761 199 844.20 1,818 397 844.30 1,874 596 844.40 1,930 795 844.50 1,987 993 844.60 2,043 1,192 844.70 2,099 1,391 844.80 2,155 1,589 844.90 2,212 1,788 845.00 2,268 1,987 845.10 2,332 2,245 845.20 2,397 2,504 845.30 2,461 2,763 845.40 2,525 3,022 845.50 2,590 3,281 845.60 2,654 3,540 845.70 2,718 3,799 845.80 2,782 4,058 845.90 2,847 4,317 846.00 2,911 4,576 846.10 2,983 4,903 846.20 3,054 5,230 846.30 3,126 5,557 846.40 3,197 5,884 846.50 3,269 6,211 846.60 3,341 6,537 846.70 3,412 6,864 846.80 3,484 7,191 846.90 3,555 7,518 847.00 3,627 7,845 847.10 3,706 8,247 847.20 3,785 8,649 847.30 3,864 9,052 847.40 3,943 9,454 847.50 4,022 9,856 847.60 4,101 10,258 847.70 4,180 10,660 847.80 4,259 11,063 847.90 4,338 11,465 848.00 4,417 11,867 848.10 4,503 12,352 848.20 4,589 12,837 848.30 4,676 13,321 848.40 4,762 13,806 848.50 4,848 14,291 848.60 4,934 14,776 848.70 5,020 15,261 848.80 5,107 15,745 848.90 5,193 16,230 849.00 5,279 16,715 849.10 5,372 17,290 849.20 5,466 17,864 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.30 5,559 18,439 849.40 5,653 19,013 849.50 5,746 19,588 849.60 5,839 20,163 849.70 5,933 20,737 849.80 6,026 21,312 849.90 6,120 21,886 850.00 6,213 22,461 850.10 6,343 23,147 850.20 6,472 23,833 850.30 6,602 24,519 850.40 6,731 25,205 850.50 6,861 25,892 850.60 6,991 26,578 850.70 7,120 27,264 850.80 7,250 27,950 850.90 7,379 28,636 851.00 7,509 29,322 Type II 24-hr 1yr-24hr Rainfall=2.98"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 37HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Analysis Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.900 ac, 35.25% Impervious, Inflow Depth = 0.92" for 1yr-24hr event Inflow = 0.87 cfs @ 12.56 hrs, Volume= 1.069 af Primary = 0.87 cfs @ 12.56 hrs, Volume= 1.069 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 7P: Analysis Point Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=13.900 ac 0.87 cfs0.87 cfs   HYDROCAD OUTPUT  10yr‐24hr Storm Event     Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 38HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=13.900 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 1S: PRE Flow Length=1,510' Tc=28.9 min CN=60 Runoff=16.19 cfs 1.700 af Runoff Area=5.770 ac 84.92% Impervious Runoff Depth=4.36"Subcatchment 2S: POST Tc=5.0 min CN=92 Runoff=41.32 cfs 2.098 af Runoff Area=354,143 sf 0.00% Impervious Runoff Depth=0.69"Subcatchment 6S: Post Residual Tc=5.0 min CN=48 Runoff=7.91 cfs 0.471 af Avg. Flow Depth=0.55' Max Vel=10.81 fps Inflow=7.54 cfs 2.098 afReach 6R: Outlet Culvert 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs Outflow=7.53 cfs 2.098 af Peak Elev=849.51' Storage=15,698 cf Inflow=41.32 cfs 2.098 afPond 3P: Forebay Primary=1.19 cfs 0.772 af Secondary=40.84 cfs 1.326 af Outflow=41.80 cfs 2.098 af Peak Elev=849.53' Storage=23,982 cf Inflow=40.84 cfs 1.326 afPond 4P: Detention Primary=7.32 cfs 1.326 af Secondary=0.00 cfs 0.000 af Outflow=7.32 cfs 1.326 af Peak Elev=848.14' Storage=12,531 cf Inflow=1.19 cfs 0.772 afPond 5P: Sand Filter Primary=0.26 cfs 0.772 af Secondary=0.00 cfs 0.000 af Outflow=0.26 cfs 0.772 af Inflow=14.65 cfs 2.569 afPond 7P: Analysis Point Primary=14.65 cfs 2.569 af Total Runoff Area = 27.800 ac Runoff Volume = 4.269 af Average Runoff Depth = 1.84" 82.37% Pervious = 22.900 ac 17.63% Impervious = 4.900 ac Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 39HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE Runoff = 16.19 cfs @ 12.26 hrs, Volume= 1.700 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr-24hr Rainfall=5.28" Area (ac) CN Description 13.900 60 Woods, Fair, HSG B 13.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 300 0.0900 0.19 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.61" 1.0 257 0.0733 4.36 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 953 0.0100 13.39 1,311.77 Channel Flow, Area= 98.0 sf Perim= 29.0' r= 3.38' n= 0.025 Earth, clean & winding 28.9 1,510 Total Subcatchment 1S: PRE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr-24hr Rainfall=5.28" Runoff Area=13.900 ac Runoff Volume=1.700 af Runoff Depth=1.47" Flow Length=1,510' Tc=28.9 min CN=60 16.19 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 40HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POST [49] Hint: Tc<2dt may require smaller dt Runoff = 41.32 cfs @ 11.95 hrs, Volume= 2.098 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr-24hr Rainfall=5.28" Area (ac) CN Description 0.370 98 Water Surface, HSG B 4.530 98 Paved parking, HSG B 0.870 61 >75% Grass cover, Good, HSG B 5.770 92 Weighted Average 0.870 15.08% Pervious Area 4.900 84.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: POST Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)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 10yr-24hr Rainfall=5.28" Runoff Area=5.770 ac Runoff Volume=2.098 af Runoff Depth=4.36" Tc=5.0 min CN=92 41.32 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 41HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post Residual [49] Hint: Tc<2dt may require smaller dt Runoff = 7.91 cfs @ 11.99 hrs, Volume= 0.471 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr-24hr Rainfall=5.28" Area (sf) CN Description 354,143 48 Brush, Good, HSG B 354,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Post Residual Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr-24hr Rainfall=5.28" Runoff Area=354,143 sf Runoff Volume=0.471 af Runoff Depth=0.69" Tc=5.0 min CN=48 7.91 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 42HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Reach 6R: Outlet Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 4.36" for 10yr-24hr event Inflow = 7.54 cfs @ 12.10 hrs, Volume= 2.098 af Outflow = 7.53 cfs @ 12.10 hrs, Volume= 2.098 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Max. Velocity= 10.81 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.19 fps, Avg. Travel Time= 0.4 min Peak Storage= 59 cf @ 12.10 hrs Average Depth at Peak Storage= 0.55' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 46.04 cfs 24.0" Round Pipe n= 0.012 Length= 85.0' Slope= 0.0353 '/' Inlet Invert= 843.00', Outlet Invert= 840.00' Reach 6R: Outlet Culvert Inflow Outflow Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.770 ac Avg. Flow Depth=0.55' Max Vel=10.81 fps 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs 7.54 cfs7.53 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 43HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 6R: Outlet Culvert Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 843.00 0.0 0 843.02 0.0 0 843.04 0.0 1 843.06 0.0 2 843.08 0.0 4 843.10 0.1 5 843.12 0.1 7 843.14 0.1 8 843.16 0.1 10 843.18 0.1 12 843.20 0.2 14 843.22 0.2 16 843.24 0.2 18 843.26 0.2 20 843.28 0.3 23 843.30 0.3 25 843.32 0.3 28 843.34 0.4 30 843.36 0.4 33 843.38 0.4 35 843.40 0.4 38 843.42 0.5 41 843.44 0.5 44 843.46 0.5 46 843.48 0.6 49 843.50 0.6 52 843.52 0.6 55 843.54 0.7 58 843.56 0.7 61 843.58 0.8 64 843.60 0.8 67 843.62 0.8 71 843.64 0.9 74 843.66 0.9 77 843.68 0.9 80 843.70 1.0 83 843.72 1.0 87 843.74 1.1 90 843.76 1.1 93 843.78 1.1 96 843.80 1.2 100 843.82 1.2 103 843.84 1.3 106 843.86 1.3 110 843.88 1.3 113 843.90 1.4 117 843.92 1.4 120 843.94 1.5 123 843.96 1.5 127 843.98 1.5 130 844.00 1.6 134 844.02 1.6 137 844.04 1.7 140 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 844.06 1.7 144 844.08 1.7 147 844.10 1.8 150 844.12 1.8 154 844.14 1.8 157 844.16 1.9 161 844.18 1.9 164 844.20 2.0 167 844.22 2.0 171 844.24 2.0 174 844.26 2.1 177 844.28 2.1 180 844.30 2.2 184 844.32 2.2 187 844.34 2.2 190 844.36 2.3 193 844.38 2.3 197 844.40 2.3 200 844.42 2.4 203 844.44 2.4 206 844.46 2.5 209 844.48 2.5 212 844.50 2.5 215 844.52 2.6 218 844.54 2.6 221 844.56 2.6 223 844.58 2.7 226 844.60 2.7 229 844.62 2.7 232 844.64 2.8 234 844.66 2.8 237 844.68 2.8 239 844.70 2.8 242 844.72 2.9 244 844.74 2.9 247 844.76 2.9 249 844.78 3.0 251 844.80 3.0 253 844.82 3.0 255 844.84 3.0 257 844.86 3.0 259 844.88 3.1 260 844.90 3.1 262 844.92 3.1 263 844.94 3.1 265 844.96 3.1 266 844.98 3.1 267 845.00 3.1 267 Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 44HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay [90] Warning: Qout>Qin may require smaller dt or Finer Routing [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=15) Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 4.36" for 10yr-24hr event Inflow = 41.32 cfs @ 11.95 hrs, Volume= 2.098 af Outflow = 41.80 cfs @ 11.94 hrs, Volume= 2.098 af, Atten= 0%, Lag= 0.0 min Primary = 1.19 cfs @ 12.13 hrs, Volume= 0.772 af Secondary = 40.84 cfs @ 11.93 hrs, Volume= 1.326 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 849.51' @ 12.15 hrs Surf.Area= 7,865 sf Storage= 15,698 cf Plug-Flow detention time= 115.7 min calculated for 2.097 af (100% of inflow) Center-of-Mass det. time= 116.4 min ( 893.1 - 776.7 ) Volume Invert Avail.Storage Storage Description #1 844.57' 29,501 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.57 0 0 0 845.00 575 124 124 846.00 1,350 963 1,086 847.00 2,446 1,898 2,984 848.00 4,207 3,327 6,311 849.00 6,961 5,584 11,895 850.00 8,723 7,842 19,737 851.00 10,805 9,764 29,501 Device Routing Invert Outlet Devices #1 Primary 844.07'6.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 844.07' / 843.90' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Device 1 844.57'1.0" Vert. Orifice/Grate X 5.00 columns X 6 rows with 1.0" cc spacing C= 0.600 #3 Secondary 848.20'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Primary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 45HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=1.18 cfs @ 12.13 hrs HW=849.49' TW=847.25' (Dynamic Tailwater) 1=Culvert (Passes 1.18 cfs of 1.34 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.18 cfs @ 7.21 fps) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 11.93 hrs HW=848.59' TW=848.76' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Forebay Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.770 ac Peak Elev=849.51' Storage=15,698 cf 41.32 cfs41.80 cfs 1.19 cfs 40.84 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 46HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: Forebay Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.57 0 0 844.67 134 7 844.77 267 27 844.87 401 60 844.97 535 107 845.07 629 166 845.17 707 233 845.27 784 307 845.37 862 389 845.47 939 479 845.57 1,017 577 845.67 1,094 683 845.77 1,172 796 845.87 1,249 917 845.97 1,327 1,046 846.07 1,427 1,183 846.17 1,536 1,331 846.27 1,646 1,491 846.37 1,756 1,661 846.47 1,865 1,842 846.57 1,975 2,034 846.67 2,084 2,237 846.77 2,194 2,451 846.87 2,304 2,675 846.97 2,413 2,911 847.07 2,569 3,160 847.17 2,745 3,425 847.27 2,921 3,709 847.37 3,098 4,010 847.47 3,274 4,328 847.57 3,450 4,664 847.67 3,626 5,018 847.77 3,802 5,390 847.87 3,978 5,779 847.97 4,154 6,185 848.07 4,400 6,612 848.17 4,675 7,066 848.27 4,951 7,547 848.37 5,226 8,056 848.47 5,501 8,592 848.57 5,777 9,156 848.67 6,052 9,747 848.77 6,328 10,366 848.87 6,603 11,013 848.97 6,878 11,687 849.07 7,084 12,386 849.17 7,261 13,103 849.27 7,437 13,838 849.37 7,613 14,591 849.47 7,789 15,361 849.57 7,965 16,149 849.67 8,142 16,954 849.77 8,318 17,777 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.87 8,494 18,618 849.97 8,670 19,476 850.07 8,869 20,352 850.17 9,077 21,250 850.27 9,285 22,168 850.37 9,493 23,107 850.47 9,702 24,066 850.57 9,910 25,047 850.67 10,118 26,048 850.77 10,326 27,071 850.87 10,534 28,114 850.97 10,743 29,177 Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 47HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Detention [80] Warning: Exceeded Pond 3P by 0.40' @ 11.95 hrs (98.71 cfs 3.427 af) Inflow = 40.84 cfs @ 11.93 hrs, Volume= 1.326 af Outflow = 7.32 cfs @ 12.10 hrs, Volume= 1.326 af, Atten= 82%, Lag= 9.9 min Primary = 7.32 cfs @ 12.10 hrs, Volume= 1.326 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 849.53' @ 12.10 hrs Surf.Area= 7,972 sf Storage= 23,982 cf Plug-Flow detention time= 379.7 min calculated for 1.325 af (100% of inflow) Center-of-Mass det. time= 380.8 min ( 1,169.5 - 788.7 ) Volume Invert Avail.Storage Storage Description #1 845.00' 36,958 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 845.00 1,060 0 0 846.00 4,240 2,650 2,650 847.00 5,163 4,702 7,352 848.00 6,263 5,713 13,065 849.00 7,370 6,817 19,881 850.00 8,496 7,933 27,814 851.00 9,792 9,144 36,958 Device Routing Invert Outlet Devices #1 Primary 842.10'24.0" Round Culvert L= 84.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 842.10' / 829.44' S= 0.1507 '/' Cc= 0.900 n= 0.022, Flow Area= 3.14 sf #2 Device 1 845.00'1.5" Horiz. 1yr - Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 847.60'10.0" W x 24.0" H Vert. 10yr - Orifice C= 0.600 #4 Device 1 849.60'36.0" W x 6.0" H Vert. 50yr - Orifice X 4.00 C= 0.600 #5 Secondary 850.00'60.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=7.32 cfs @ 12.10 hrs HW=849.53' TW=843.55' (Dynamic Tailwater) 1=Culvert (Passes 7.32 cfs of 29.09 cfs potential flow) 2=1yr - Orifice (Orifice Controls 0.13 cfs @ 10.25 fps) 3=10yr - Orifice (Orifice Controls 7.19 cfs @ 4.46 fps) 4=50yr - Orifice ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 48HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 4P: Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=849.53' Storage=23,982 cf 40.84 cfs 7.32 cfs7.32 cfs 0.00 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 49HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: Detention Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 845.00 1,060 0 845.10 1,378 122 845.20 1,696 276 845.30 2,014 461 845.40 2,332 678 845.50 2,650 928 845.60 2,968 1,208 845.70 3,286 1,521 845.80 3,604 1,866 845.90 3,922 2,242 846.00 4,240 2,650 846.10 4,332 3,079 846.20 4,425 3,516 846.30 4,517 3,964 846.40 4,609 4,420 846.50 4,702 4,885 846.60 4,794 5,360 846.70 4,886 5,844 846.80 4,978 6,337 846.90 5,071 6,840 847.00 5,163 7,352 847.10 5,273 7,873 847.20 5,383 8,406 847.30 5,493 8,950 847.40 5,603 9,505 847.50 5,713 10,071 847.60 5,823 10,647 847.70 5,933 11,235 847.80 6,043 11,834 847.90 6,153 12,444 848.00 6,263 13,065 848.10 6,374 13,696 848.20 6,484 14,339 848.30 6,595 14,993 848.40 6,706 15,658 848.50 6,817 16,334 848.60 6,927 17,022 848.70 7,038 17,720 848.80 7,149 18,429 848.90 7,259 19,150 849.00 7,370 19,881 849.10 7,483 20,624 849.20 7,595 21,378 849.30 7,708 22,143 849.40 7,820 22,919 849.50 7,933 23,707 849.60 8,046 24,506 849.70 8,158 25,316 849.80 8,271 26,137 849.90 8,383 26,970 850.00 8,496 27,814 850.10 8,626 28,670 850.20 8,755 29,539 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 850.30 8,885 30,421 850.40 9,014 31,316 850.50 9,144 32,224 850.60 9,274 33,145 850.70 9,403 34,079 850.80 9,533 35,026 850.90 9,662 35,985 851.00 9,792 36,958 Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 50HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Sand Filter Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 1.61" for 10yr-24hr event Inflow = 1.19 cfs @ 12.13 hrs, Volume= 0.772 af Outflow = 0.26 cfs @ 14.45 hrs, Volume= 0.772 af, Atten= 78%, Lag= 139.5 min Primary = 0.26 cfs @ 14.45 hrs, Volume= 0.772 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 848.14' @ 14.45 hrs Surf.Area= 4,535 sf Storage= 12,531 cf Plug-Flow detention time= 643.4 min calculated for 0.772 af (100% of inflow) Center-of-Mass det. time= 644.0 min ( 1,716.4 - 1,072.4 ) Volume Invert Avail.Storage Storage Description #1 844.00' 29,322 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 1,705 0 0 845.00 2,268 1,987 1,987 846.00 2,911 2,590 4,576 847.00 3,627 3,269 7,845 848.00 4,417 4,022 11,867 849.00 5,279 4,848 16,715 850.00 6,213 5,746 22,461 851.00 7,509 6,861 29,322 Device Routing Invert Outlet Devices #1 Primary 843.50'6.0" Round Culvert L= 40.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 843.50' / 842.90' S= 0.0150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 844.00'Special & User-Defined Head (feet) 0.00 1.50 3.00 4.50 6.00 Disch. (cfs) 0.000 0.138 0.207 0.276 0.345 #3 Secondary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.26 cfs @ 14.45 hrs HW=848.14' TW=843.26' (Dynamic Tailwater) 1=Culvert (Passes 0.26 cfs of 1.87 cfs potential flow) 2=Special & User-Defined (Custom Controls 0.26 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=844.00' TW=845.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 51HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 5P: Sand Filter Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=5.770 ac Peak Elev=848.14' Storage=12,531 cf 1.19 cfs 0.26 cfs0.26 cfs 0.00 cfs Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 52HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: Sand Filter Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.00 1,705 0 844.10 1,761 199 844.20 1,818 397 844.30 1,874 596 844.40 1,930 795 844.50 1,987 993 844.60 2,043 1,192 844.70 2,099 1,391 844.80 2,155 1,589 844.90 2,212 1,788 845.00 2,268 1,987 845.10 2,332 2,245 845.20 2,397 2,504 845.30 2,461 2,763 845.40 2,525 3,022 845.50 2,590 3,281 845.60 2,654 3,540 845.70 2,718 3,799 845.80 2,782 4,058 845.90 2,847 4,317 846.00 2,911 4,576 846.10 2,983 4,903 846.20 3,054 5,230 846.30 3,126 5,557 846.40 3,197 5,884 846.50 3,269 6,211 846.60 3,341 6,537 846.70 3,412 6,864 846.80 3,484 7,191 846.90 3,555 7,518 847.00 3,627 7,845 847.10 3,706 8,247 847.20 3,785 8,649 847.30 3,864 9,052 847.40 3,943 9,454 847.50 4,022 9,856 847.60 4,101 10,258 847.70 4,180 10,660 847.80 4,259 11,063 847.90 4,338 11,465 848.00 4,417 11,867 848.10 4,503 12,352 848.20 4,589 12,837 848.30 4,676 13,321 848.40 4,762 13,806 848.50 4,848 14,291 848.60 4,934 14,776 848.70 5,020 15,261 848.80 5,107 15,745 848.90 5,193 16,230 849.00 5,279 16,715 849.10 5,372 17,290 849.20 5,466 17,864 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.30 5,559 18,439 849.40 5,653 19,013 849.50 5,746 19,588 849.60 5,839 20,163 849.70 5,933 20,737 849.80 6,026 21,312 849.90 6,120 21,886 850.00 6,213 22,461 850.10 6,343 23,147 850.20 6,472 23,833 850.30 6,602 24,519 850.40 6,731 25,205 850.50 6,861 25,892 850.60 6,991 26,578 850.70 7,120 27,264 850.80 7,250 27,950 850.90 7,379 28,636 851.00 7,509 29,322 Type II 24-hr 10yr-24hr Rainfall=5.28"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 53HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Analysis Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.900 ac, 35.25% Impervious, Inflow Depth = 2.22" for 10yr-24hr event Inflow = 14.65 cfs @ 12.00 hrs, Volume= 2.569 af Primary = 14.65 cfs @ 12.00 hrs, Volume= 2.569 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 7P: Analysis Point Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=13.900 ac 14.65 cfs14.65 cfs   HYDROCAD OUTPUT  50yr‐24hr Storm Event             Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 54HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=13.900 ac 0.00% Impervious Runoff Depth=2.67"Subcatchment 1S: PRE Flow Length=1,510' Tc=28.9 min CN=60 Runoff=31.66 cfs 3.098 af Runoff Area=5.770 ac 84.92% Impervious Runoff Depth=6.15"Subcatchment 2S: POST Tc=5.0 min CN=92 Runoff=56.98 cfs 2.959 af Runoff Area=354,143 sf 0.00% Impervious Runoff Depth=1.54"Subcatchment 6S: Post Residual Tc=5.0 min CN=48 Runoff=20.94 cfs 1.046 af Avg. Flow Depth=1.03' Max Vel=14.74 fps Inflow=24.31 cfs 2.928 afReach 6R: Outlet Culvert 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs Outflow=24.32 cfs 2.928 af Peak Elev=850.12' Storage=20,788 cf Inflow=56.98 cfs 2.959 afPond 3P: Forebay Primary=1.23 cfs 0.803 af Secondary=39.24 cfs 2.156 af Outflow=40.32 cfs 2.959 af Peak Elev=850.12' Storage=28,826 cf Inflow=39.24 cfs 2.156 afPond 4P: Detention Primary=24.07 cfs 2.125 af Secondary=4.81 cfs 0.031 af Outflow=28.83 cfs 2.156 af Peak Elev=848.44' Storage=14,010 cf Inflow=1.23 cfs 0.803 afPond 5P: Sand Filter Primary=0.27 cfs 0.803 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.803 af Inflow=43.43 cfs 3.974 afPond 7P: Analysis Point Primary=43.43 cfs 3.974 af Total Runoff Area = 27.800 ac Runoff Volume = 7.103 af Average Runoff Depth = 3.07" 82.37% Pervious = 22.900 ac 17.63% Impervious = 4.900 ac Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 55HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE Runoff = 31.66 cfs @ 12.25 hrs, Volume= 3.098 af, Depth= 2.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 50yr-24hr Rainfall=7.10" Area (ac) CN Description 13.900 60 Woods, Fair, HSG B 13.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 300 0.0900 0.19 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.61" 1.0 257 0.0733 4.36 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 953 0.0100 13.39 1,311.77 Channel Flow, Area= 98.0 sf Perim= 29.0' r= 3.38' n= 0.025 Earth, clean & winding 28.9 1,510 Total Subcatchment 1S: PRE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 50yr-24hr Rainfall=7.10" Runoff Area=13.900 ac Runoff Volume=3.098 af Runoff Depth=2.67" Flow Length=1,510' Tc=28.9 min CN=60 31.66 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 56HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POST [49] Hint: Tc<2dt may require smaller dt Runoff = 56.98 cfs @ 11.95 hrs, Volume= 2.959 af, Depth= 6.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 50yr-24hr Rainfall=7.10" Area (ac) CN Description 0.370 98 Water Surface, HSG B 4.530 98 Paved parking, HSG B 0.870 61 >75% Grass cover, Good, HSG B 5.770 92 Weighted Average 0.870 15.08% Pervious Area 4.900 84.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: POST Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 50yr-24hr Rainfall=7.10" Runoff Area=5.770 ac Runoff Volume=2.959 af Runoff Depth=6.15" Tc=5.0 min CN=92 56.98 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 57HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post Residual [49] Hint: Tc<2dt may require smaller dt Runoff = 20.94 cfs @ 11.97 hrs, Volume= 1.046 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 50yr-24hr Rainfall=7.10" Area (sf) CN Description 354,143 48 Brush, Good, HSG B 354,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Post Residual Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)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 50yr-24hr Rainfall=7.10" Runoff Area=354,143 sf Runoff Volume=1.046 af Runoff Depth=1.54" Tc=5.0 min CN=48 20.94 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 58HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Reach 6R: Outlet Culvert [52] Hint: Inlet/Outlet conditions not evaluated [90] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 6.09" for 50yr-24hr event Inflow = 24.31 cfs @ 12.02 hrs, Volume= 2.928 af Outflow = 24.32 cfs @ 12.02 hrs, Volume= 2.928 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Max. Velocity= 14.74 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.32 fps, Avg. Travel Time= 0.4 min Peak Storage= 139 cf @ 12.02 hrs Average Depth at Peak Storage= 1.03' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 46.04 cfs 24.0" Round Pipe n= 0.012 Length= 85.0' Slope= 0.0353 '/' Inlet Invert= 843.00', Outlet Invert= 840.00' Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 59HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Reach 6R: Outlet Culvert Inflow Outflow Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.770 ac Avg. Flow Depth=1.03' Max Vel=14.74 fps 24.0" Round Pipe n=0.012 L=85.0' S=0.0353 '/' Capacity=46.04 cfs 24.31 cfs24.32 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 60HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 6R: Outlet Culvert Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 843.00 0.0 0 843.02 0.0 0 843.04 0.0 1 843.06 0.0 2 843.08 0.0 4 843.10 0.1 5 843.12 0.1 7 843.14 0.1 8 843.16 0.1 10 843.18 0.1 12 843.20 0.2 14 843.22 0.2 16 843.24 0.2 18 843.26 0.2 20 843.28 0.3 23 843.30 0.3 25 843.32 0.3 28 843.34 0.4 30 843.36 0.4 33 843.38 0.4 35 843.40 0.4 38 843.42 0.5 41 843.44 0.5 44 843.46 0.5 46 843.48 0.6 49 843.50 0.6 52 843.52 0.6 55 843.54 0.7 58 843.56 0.7 61 843.58 0.8 64 843.60 0.8 67 843.62 0.8 71 843.64 0.9 74 843.66 0.9 77 843.68 0.9 80 843.70 1.0 83 843.72 1.0 87 843.74 1.1 90 843.76 1.1 93 843.78 1.1 96 843.80 1.2 100 843.82 1.2 103 843.84 1.3 106 843.86 1.3 110 843.88 1.3 113 843.90 1.4 117 843.92 1.4 120 843.94 1.5 123 843.96 1.5 127 843.98 1.5 130 844.00 1.6 134 844.02 1.6 137 844.04 1.7 140 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 844.06 1.7 144 844.08 1.7 147 844.10 1.8 150 844.12 1.8 154 844.14 1.8 157 844.16 1.9 161 844.18 1.9 164 844.20 2.0 167 844.22 2.0 171 844.24 2.0 174 844.26 2.1 177 844.28 2.1 180 844.30 2.2 184 844.32 2.2 187 844.34 2.2 190 844.36 2.3 193 844.38 2.3 197 844.40 2.3 200 844.42 2.4 203 844.44 2.4 206 844.46 2.5 209 844.48 2.5 212 844.50 2.5 215 844.52 2.6 218 844.54 2.6 221 844.56 2.6 223 844.58 2.7 226 844.60 2.7 229 844.62 2.7 232 844.64 2.8 234 844.66 2.8 237 844.68 2.8 239 844.70 2.8 242 844.72 2.9 244 844.74 2.9 247 844.76 2.9 249 844.78 3.0 251 844.80 3.0 253 844.82 3.0 255 844.84 3.0 257 844.86 3.0 259 844.88 3.1 260 844.90 3.1 262 844.92 3.1 263 844.94 3.1 265 844.96 3.1 266 844.98 3.1 267 845.00 3.1 267 Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 61HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=18) Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 6.15" for 50yr-24hr event Inflow = 56.98 cfs @ 11.95 hrs, Volume= 2.959 af Outflow = 40.32 cfs @ 11.95 hrs, Volume= 2.959 af, Atten= 29%, Lag= 0.0 min Primary = 1.23 cfs @ 12.06 hrs, Volume= 0.803 af Secondary = 39.24 cfs @ 11.95 hrs, Volume= 2.156 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 850.12' @ 12.07 hrs Surf.Area= 8,970 sf Storage= 20,788 cf Plug-Flow detention time= 88.8 min calculated for 2.958 af (100% of inflow) Center-of-Mass det. time= 89.4 min ( 857.3 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 844.57' 29,501 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.57 0 0 0 845.00 575 124 124 846.00 1,350 963 1,086 847.00 2,446 1,898 2,984 848.00 4,207 3,327 6,311 849.00 6,961 5,584 11,895 850.00 8,723 7,842 19,737 851.00 10,805 9,764 29,501 Device Routing Invert Outlet Devices #1 Primary 844.07'6.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 844.07' / 843.90' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Device 1 844.57'1.0" Vert. Orifice/Grate X 5.00 columns X 6 rows with 1.0" cc spacing C= 0.600 #3 Secondary 848.20'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Primary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 62HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=1.21 cfs @ 12.06 hrs HW=850.10' TW=847.73' (Dynamic Tailwater) 1=Culvert (Passes 1.21 cfs of 1.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.21 cfs @ 7.41 fps) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 11.95 hrs HW=849.46' TW=849.89' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Forebay Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=5.770 ac Peak Elev=850.12' Storage=20,788 cf 56.98 cfs 40.32 cfs 1.23 cfs 39.24 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 63HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: Forebay Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.57 0 0 844.67 134 7 844.77 267 27 844.87 401 60 844.97 535 107 845.07 629 166 845.17 707 233 845.27 784 307 845.37 862 389 845.47 939 479 845.57 1,017 577 845.67 1,094 683 845.77 1,172 796 845.87 1,249 917 845.97 1,327 1,046 846.07 1,427 1,183 846.17 1,536 1,331 846.27 1,646 1,491 846.37 1,756 1,661 846.47 1,865 1,842 846.57 1,975 2,034 846.67 2,084 2,237 846.77 2,194 2,451 846.87 2,304 2,675 846.97 2,413 2,911 847.07 2,569 3,160 847.17 2,745 3,425 847.27 2,921 3,709 847.37 3,098 4,010 847.47 3,274 4,328 847.57 3,450 4,664 847.67 3,626 5,018 847.77 3,802 5,390 847.87 3,978 5,779 847.97 4,154 6,185 848.07 4,400 6,612 848.17 4,675 7,066 848.27 4,951 7,547 848.37 5,226 8,056 848.47 5,501 8,592 848.57 5,777 9,156 848.67 6,052 9,747 848.77 6,328 10,366 848.87 6,603 11,013 848.97 6,878 11,687 849.07 7,084 12,386 849.17 7,261 13,103 849.27 7,437 13,838 849.37 7,613 14,591 849.47 7,789 15,361 849.57 7,965 16,149 849.67 8,142 16,954 849.77 8,318 17,777 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.87 8,494 18,618 849.97 8,670 19,476 850.07 8,869 20,352 850.17 9,077 21,250 850.27 9,285 22,168 850.37 9,493 23,107 850.47 9,702 24,066 850.57 9,910 25,047 850.67 10,118 26,048 850.77 10,326 27,071 850.87 10,534 28,114 850.97 10,743 29,177 Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 64HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Detention [80] Warning: Exceeded Pond 3P by 0.49' @ 11.90 hrs (173.55 cfs 4.776 af) Inflow = 39.24 cfs @ 11.95 hrs, Volume= 2.156 af Outflow = 28.83 cfs @ 12.02 hrs, Volume= 2.156 af, Atten= 27%, Lag= 3.8 min Primary = 24.07 cfs @ 12.02 hrs, Volume= 2.125 af Secondary = 4.81 cfs @ 12.01 hrs, Volume= 0.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 850.12' @ 12.02 hrs Surf.Area= 8,649 sf Storage= 28,826 cf Plug-Flow detention time= 251.7 min calculated for 2.155 af (100% of inflow) Center-of-Mass det. time= 252.9 min ( 1,048.9 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 845.00' 36,958 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 845.00 1,060 0 0 846.00 4,240 2,650 2,650 847.00 5,163 4,702 7,352 848.00 6,263 5,713 13,065 849.00 7,370 6,817 19,881 850.00 8,496 7,933 27,814 851.00 9,792 9,144 36,958 Device Routing Invert Outlet Devices #1 Primary 842.10'24.0" Round Culvert L= 84.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 842.10' / 829.44' S= 0.1507 '/' Cc= 0.900 n= 0.022, Flow Area= 3.14 sf #2 Device 1 845.00'1.5" Horiz. 1yr - Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 847.60'10.0" W x 24.0" H Vert. 10yr - Orifice C= 0.600 #4 Device 1 849.60'36.0" W x 6.0" H Vert. 50yr - Orifice X 4.00 C= 0.600 #5 Secondary 850.00'60.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=22.93 cfs @ 12.02 hrs HW=850.09' TW=844.00' (Dynamic Tailwater) 1=Culvert (Passes 22.93 cfs of 29.33 cfs potential flow) 2=1yr - Orifice (Orifice Controls 0.13 cfs @ 10.86 fps) 3=10yr - Orifice (Orifice Controls 9.59 cfs @ 5.76 fps) 4=50yr - Orifice (Orifice Controls 13.20 cfs @ 2.25 fps) Secondary OutFlow Max=4.24 cfs @ 12.01 hrs HW=850.09' (Free Discharge) 5=Broad-Crested Rectangular Weir (Weir Controls 4.24 cfs @ 0.75 fps) Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 65HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 4P: Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=850.12' Storage=28,826 cf 39.24 cfs 28.83 cfs 24.07 cfs 4.81 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 66HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: Detention Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 845.00 1,060 0 845.10 1,378 122 845.20 1,696 276 845.30 2,014 461 845.40 2,332 678 845.50 2,650 928 845.60 2,968 1,208 845.70 3,286 1,521 845.80 3,604 1,866 845.90 3,922 2,242 846.00 4,240 2,650 846.10 4,332 3,079 846.20 4,425 3,516 846.30 4,517 3,964 846.40 4,609 4,420 846.50 4,702 4,885 846.60 4,794 5,360 846.70 4,886 5,844 846.80 4,978 6,337 846.90 5,071 6,840 847.00 5,163 7,352 847.10 5,273 7,873 847.20 5,383 8,406 847.30 5,493 8,950 847.40 5,603 9,505 847.50 5,713 10,071 847.60 5,823 10,647 847.70 5,933 11,235 847.80 6,043 11,834 847.90 6,153 12,444 848.00 6,263 13,065 848.10 6,374 13,696 848.20 6,484 14,339 848.30 6,595 14,993 848.40 6,706 15,658 848.50 6,817 16,334 848.60 6,927 17,022 848.70 7,038 17,720 848.80 7,149 18,429 848.90 7,259 19,150 849.00 7,370 19,881 849.10 7,483 20,624 849.20 7,595 21,378 849.30 7,708 22,143 849.40 7,820 22,919 849.50 7,933 23,707 849.60 8,046 24,506 849.70 8,158 25,316 849.80 8,271 26,137 849.90 8,383 26,970 850.00 8,496 27,814 850.10 8,626 28,670 850.20 8,755 29,539 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 850.30 8,885 30,421 850.40 9,014 31,316 850.50 9,144 32,224 850.60 9,274 33,145 850.70 9,403 34,079 850.80 9,533 35,026 850.90 9,662 35,985 851.00 9,792 36,958 Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 67HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Sand Filter Inflow Area = 5.770 ac, 84.92% Impervious, Inflow Depth = 1.67" for 50yr-24hr event Inflow = 1.23 cfs @ 12.06 hrs, Volume= 0.803 af Outflow = 0.27 cfs @ 14.02 hrs, Volume= 0.803 af, Atten= 78%, Lag= 117.3 min Primary = 0.27 cfs @ 14.02 hrs, Volume= 0.803 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 848.44' @ 14.02 hrs Surf.Area= 4,798 sf Storage= 14,010 cf Plug-Flow detention time= 652.4 min calculated for 0.803 af (100% of inflow) Center-of-Mass det. time= 652.0 min ( 1,673.9 - 1,021.9 ) Volume Invert Avail.Storage Storage Description #1 844.00' 29,322 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 1,705 0 0 845.00 2,268 1,987 1,987 846.00 2,911 2,590 4,576 847.00 3,627 3,269 7,845 848.00 4,417 4,022 11,867 849.00 5,279 4,848 16,715 850.00 6,213 5,746 22,461 851.00 7,509 6,861 29,322 Device Routing Invert Outlet Devices #1 Primary 843.50'6.0" Round Culvert L= 40.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 843.50' / 842.90' S= 0.0150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 844.00'Special & User-Defined Head (feet) 0.00 1.50 3.00 4.50 6.00 Disch. (cfs) 0.000 0.138 0.207 0.276 0.345 #3 Secondary 849.50'60.0' long x 6.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.27 cfs @ 14.02 hrs HW=848.44' TW=843.34' (Dynamic Tailwater) 1=Culvert (Passes 0.27 cfs of 1.93 cfs potential flow) 2=Special & User-Defined (Custom Controls 0.27 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=844.00' TW=845.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 68HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Pond 5P: Sand Filter Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=5.770 ac Peak Elev=848.44' Storage=14,010 cf 1.23 cfs 0.27 cfs0.27 cfs 0.00 cfs Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 69HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: Sand Filter Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 844.00 1,705 0 844.10 1,761 199 844.20 1,818 397 844.30 1,874 596 844.40 1,930 795 844.50 1,987 993 844.60 2,043 1,192 844.70 2,099 1,391 844.80 2,155 1,589 844.90 2,212 1,788 845.00 2,268 1,987 845.10 2,332 2,245 845.20 2,397 2,504 845.30 2,461 2,763 845.40 2,525 3,022 845.50 2,590 3,281 845.60 2,654 3,540 845.70 2,718 3,799 845.80 2,782 4,058 845.90 2,847 4,317 846.00 2,911 4,576 846.10 2,983 4,903 846.20 3,054 5,230 846.30 3,126 5,557 846.40 3,197 5,884 846.50 3,269 6,211 846.60 3,341 6,537 846.70 3,412 6,864 846.80 3,484 7,191 846.90 3,555 7,518 847.00 3,627 7,845 847.10 3,706 8,247 847.20 3,785 8,649 847.30 3,864 9,052 847.40 3,943 9,454 847.50 4,022 9,856 847.60 4,101 10,258 847.70 4,180 10,660 847.80 4,259 11,063 847.90 4,338 11,465 848.00 4,417 11,867 848.10 4,503 12,352 848.20 4,589 12,837 848.30 4,676 13,321 848.40 4,762 13,806 848.50 4,848 14,291 848.60 4,934 14,776 848.70 5,020 15,261 848.80 5,107 15,745 848.90 5,193 16,230 849.00 5,279 16,715 849.10 5,372 17,290 849.20 5,466 17,864 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 849.30 5,559 18,439 849.40 5,653 19,013 849.50 5,746 19,588 849.60 5,839 20,163 849.70 5,933 20,737 849.80 6,026 21,312 849.90 6,120 21,886 850.00 6,213 22,461 850.10 6,343 23,147 850.20 6,472 23,833 850.30 6,602 24,519 850.40 6,731 25,205 850.50 6,861 25,892 850.60 6,991 26,578 850.70 7,120 27,264 850.80 7,250 27,950 850.90 7,379 28,636 851.00 7,509 29,322 Type II 24-hr 50yr-24hr Rainfall=7.10"Preliminary Model Printed 10/27/2017Prepared by Burton Engineering Associates, Inc Page 70HydroCAD® 10.00-18 s/n 03513 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Analysis Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.900 ac, 35.25% Impervious, Inflow Depth = 3.43" for 50yr-24hr event Inflow = 43.43 cfs @ 12.00 hrs, Volume= 3.974 af Primary = 43.43 cfs @ 12.00 hrs, Volume= 3.974 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 7P: Analysis Point Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)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 Inflow Area=13.900 ac 43.43 cfs43.43 cfs   STORM DRAINAGE HYDRAULIC MODEL  10‐year, 24‐hour Storm Event  Hydraflow Storm Sewer     THIS DRAWING IS THE PROPERTY OF BURTON ENGINEERING ASSOCIATES AND IS NOT TO BE REPRODUCED OR COPIED IN WHOLE OR IN PART. IT IS NOT TO BE USED ON ANY OTHER PROJECT AND IS TO BE RETURNED UPON REQUEST. 5950 Fairview Rd. Suite 100 Charlotte, NC 28210 (704) 553-8881 FIRM # C-1157 BURTON ENGINEERING LAND SURVEYORS CIVIL ENGINEERS ASSOCIATES STORM DRAINAGE CHARTProject:The Walking Co. ExpansionDate:01/13/2017Location:519 Lincoln County PkwyRevised:10/26/2017* Storm Frequency (on-site): 10-yr - C = 0.95Project No.:017.667.001* Pipe to be Class III unless otherwise notedComputed By:MBDGChecked By:CTBLineArea (ac)Area x CCInletTcSys.TciQ (cfs)Pipe:(%)(ft)(in)Invert(fps)Inlet/RimStd. No.RemarksFromToInletIncr.TotalCIAAccum.FullNSlopeLengthSizeUSDSVel.CO-13MH-120.950.860.860.905.005.007.156.116.118.000.0120.50%238.018851.73850.545.01855.857003-110-027Smooth Wall HDPEMH-12MH-110.865.005.007.156.116.118.000.0120.50%218.018850.54849.455.01856.45403Smooth Wall HDPEMH-11FES-100.865.005.007.156.116.118.000.0120.50%84.018849.92849.035.01858.68403Smooth Wall HDPEEX-CBCB-31.100.990.990.905.005.007.157.087.0817.300.0120.50%193.024848.11847.145.26852.34Smooth Wall HDPECB-3CB-21.501.352.340.905.005.007.159.6516.7317.300.0120.50%194.024847.14846.176.28852.00Smooth Wall HDPECB-2FES-10.340.312.650.905.005.007.152.2218.9531.400.0120.50%37.030846.17845.996.72852.47Smooth Wall HDPEOS-CMH-BREFER TO HYDROCAD MODEL IN CALCULATION PACKET24.7063.400.0126.6949.024839.75836.4818.95850.0050-YR STORM, CLASS III RCPMH-BFES-A24.7028.100.0120.4041.030824.76824.326.46843.2050-YR STORM, CLASS III RCP   EROSION CONTROL CALCULATIONS  Sediment Skimmer Basin Spreadsheet  Skimmer Sizing Spreadsheet  Riprap Apron Sizing Spreadsheet    Outfall ID: Date: Prepared By: Checked By: Outlet pipe diameter, Do (in)30 Tailwater depth (ft) 0.2 Tailwater Method To Be Used Discharge (cfs) 24.7 Velocity (ft/s) 6.5 Minimum apron length, La (ft)*13 Apron width at pipe outlet (ft) 8 Apron width at outlet end (ft) 16 Riprap Class B Riprap d50, (ft)0.5 (6in) Max Stone Diameter, dmax (Inches) 9 Apron Thickness (Inches)** 14 W1 = 15.5' Notes W2 = 7.5' The Walking Co. Burton Engineering Associates, Inc. 017.667.001 Riprap Apron Design FES-A MBDG GTW * Minimum Apron Length Is 10 Feet ** Minimum Apron Thickness Is 10 Inches La = 13' 2017.04.02 Discharge Data Apron Dimensions Stone Specifications Min TW (Fig. 8.06a) Design procedure per NCDENR Riprap Outlet Protection Spreadsheet Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum Phase I Riser Basin Skimmer 10/27/2017 Phase I Riser Basin Skimmer NCDENR 6.61 & CLDS# 30.03A Primary Spillway: Riser/ Barrel Dewatering Mechanisim: Skimmer Denuded Area 9.2 AC Drainage Area 4.4 AC Time of Concentration 5.0 Min. Hydrology Method: Rational CIDA Q2 = 0.6 x 5.48 x 4.4 = 14.5 CFS Q10 = 0.6 x 7.15 x 4.4 = 18.9 CFS Q50 = 0.6 x 8.62 x 4.4 = 22.8 CFS Storage Requirements Volume of Storage Req'd 1,800 CF/AC = 7,920 CF Depth = 5.00 FT Surface Area Req'd 8,211 SF offset 3 Size Basin L = 2 x Width L = 2W W=(SA/(2xH)^0.5 W = 65 L= 130 (Approximate for sizing purposes) Area (SF) Elev Top of Dam 11,313 850 Top Of Storage 9,669 848 7,904 847 Bottom of Storage 6,662 846 Bottom of Perm Pool 5,661 845 Volume of Storage Provided 16,070 CF Surface Area Provided 9,669 SF 435 SF X Q10 = 100 AC Max Drainage Area 1,800 CF of Storage per Disturbed Area 435 SF of Surface Area per CFS of Q10 Peak  Flow 2:1 Min. Length to Width Ratio M+in. Depth 2.0 FT Minimum 1 FT Freeboard Minimum Dewatering Time = 24 hours Min. of Three Baffles Required Max of 15 FT Dam Height Page 1 of 4P:\DWG\017.667.001 519 Lincoln County Parkway\6. Calcs\Erosion\ErosionControlCalcs-BEA-Ver2.2-01-26-16.xlsm Phase I Riser Basin Skimmer 10/27/2017 Riser/Barrel Design NCDENR: Primary Design Storm: 10 Year 18.9 cfs TRIAL BARREL DIAMETER 18 Hmax = 5.75 ft (above centroid of barrel) Cd = 0.6 Qbarrel = 19.0 cfs 0.30 Invert of Riser/Barrel (Below bottom of storage, normaly 0)) RISER DIAMETER= 24 Inches h= 1.50 ft (Head Above Riser) (Min. of 1') Qriser = 35.8 cfs (Orifice Eqn) Qcontrol = 19.0 cfs (Lesser of Qbarrel & Qriser) Riser/Barrel Passes Design Storm Yes 30 36 36 48 42 54 48 60 15 24 18 24 24 30 12 18 The primary spillway system must carry the peak runoff from the 2-year storm, with the water surface at the emergency spillway crest elevation Inlet Proportions Pipe Barrel (in) Pipe Riser (in)RiserBarrel Top of Dam Spillway CrestYear Peak Storage 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 Elev (ft)Dam X-Section Page 2 of 4P:\DWG\017.667.001 519 Lincoln County Parkway\6. Calcs\Erosion\ErosionControlCalcs-BEA-Ver2.2-01-26-16.xlsm Phase I Riser Basin Skimmer 10/27/2017 Size Skimmer Table 6.64a Head on Orifice of Various Skimmer Sizes 1.5 2 2.5 3 4 5 6 8 NCDENR 6.64 ed Dewatering Time = 3.0 Days (1 to 3 Days, NCDENR 6.61) (Select Volume to Dewater) Volume to Dewater = 7,920 CF Required Qd = V / td= 2,640 CF/Day umber of Skimmers = 1 Faircloth Skimmer http://www.fairclothskimmer.com/ Skimmer Dia. = 2.0 In. (Table 6.64a Above) Required Volume = 7,920 CF Provided Volume = 16,070 CF H = 0.167 FT. Min. Time = 2 Days Max. Time = 5 Days Orifice D = 1.67 IN. Skimmer Dia. =2.5 In. Skimmer Dia. =2.0 IN. Use Orifice D = 1.75 IN.(Rounded to Nearest 0.25") Orifice D = 1.99 IN. Orifice D = 1.91 IN. ual Dewatering Time = 2.7 Days Use Orifice D = 2.0 IN. Use Orifice D = 2.0 Skimmer Size (In.) Head on Orifice (FT.) 0.125 0.208 0.250 0.333 0.333 0.417 0.500 0.167 Required Page 3 of 4P:\DWG\017.667.001 519 Lincoln County Parkway\6. Calcs\Erosion\ErosionControlCalcs-BEA-Ver2.2-01-26-16.xlsm Phase I Riser Basin Skimmer 10/27/2017 Emergency Spillway Design NCDENR: Q = Cw x L x H ^1.5, Cw=2.9 QEmerg.=Q10-Qprim. Q10 = 18.9 CFS QPrima.= 19.0 CFS QEmerg. = -0.1 CFS Weir Depth = 0.5 ft ( 6" Max ) Weir Length = -0.1 ft Use Weir Length = 10.0 ft Bouyancy Calculations BF= VolRiser x DensityH2O 980 LBS Wt. Conc.=145-62.4(LB/CF)=82.6 LB/CF NCDENR: SF= 1.2 WT OF ANCH. REQ'D= 1,176 LBS VOL OF ANCH REQ'D= 14.2 CF Baffle Sizing ANCHOR DIM'S L= 7 ft W= 7 ft 1st Inlet Zone 35% = Treqd= 0.3 ft 2nd Inlet Zone 25% = 3.5 In. 3rd Inlet Zone 25% = Tprov'd= 24 In. Wt. Anchor Prov'd = 8,095 lbs Outlet Zone 15% = SF provided = 8.26 Basin Data Weir Width = 6.0 ft 6' Min Table 6.61 A (NCDENR) Weir Length = 10.0 ft Acceptable Dim. For Basin Embankment Weir Depth = 0.5 ft Min. Weir FreeBoard = 1.0 ft Top Dam Width 8.0 ft Bottom Dam Width = 32 ft Max. Sediment Depth = 2.50 ft Total Height of Dam = 8.00 ft (Riser Height + 2 Year Peak + Weir FB + Weir Depth ) Basin Summary Basin Surface Area Required (CF.) Provided (CF.) Req'd (SF.) Prov'd (SF.) 4.4 9.2 18.9 7,920 16,070 8,211 9,669 2.5 5.0 8.00 1.5 8.0 2.0 1.75 24 18 Barrel Dia (In)Z (FT.) T (FT.) W (FT.) Skim. Size (In) Skim. Orifice (Ft) Riser Dia (In) Drainag e Area (AC) Denuded Area (AC)Q10 = Basin Volume Cleanout Depth (FT.) H/2 H (FT.) 9,669 Fill Height Min. Top Width Less than 10 Ft. 8.0 Ft. 10 F.t to 15 Ft. 10.0 Ft. 1,450 9,669 2,417 5,801 2,417 8,219 3,384 3,384 The spillway system must carry the peak runoff from the 10- year storm with a minimum 1 foot freeboard in the emergency spillway. Protection against flotation- Secure the riser by an anchor with buoyant weight greater than 1.1 times the water displaced by the riser. Req'd Area (Sf) Cum. Area (Sf) Page 4 of 4P:\DWG\017.667.001 519 Lincoln County Parkway\6. Calcs\Erosion\ErosionControlCalcs-BEA-Ver2.2-01-26-16.xlsm