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49720 - Northern Regional Park - Stormwater Impact Analysis NORTHERN REGIONAL PARK STORMWATER IMPACT ANALYSIS STATEMENT NEW HANOVER COUNTY, NC OCTOBER 11, 2023 PREPARED BY: 5410 Trinity Road, Suite 102 Raleigh, North Carolina 27607 919.866.4935 phone 919.859.5663 fax www.timmons.com OCTOBER 24, 2023 www.timmons.com Table of Contents Section 1: Site Analysis and Narrative Introduction Existing and Proposed Conditions Pertinent Onsite and Offsite Drainage Conditions Soils Series and Flood Hazard Areas Calculation Method Summary of Results Section 2: Environmental Maps USGS Map New Hanover County Soil Survey USDA Soils Report FEMA FIRM Map Section 3: Stormwater Calculations Riprap Calculations Hydrology Calculations www.timmons.com Section 1: Site Analysis and Narrative Existing and Proposed Conditions The existing site houses two multipurpose athletic fields and parking with two supporting building structures. The southern portion of the site is undeveloped and wooded with marked ditches and open water weaved throughout. The approximately 33.15 acre tract is bound by Madeline Trask Drive and an unpaved Chesterfield Road. This site’s proposed condition will comprise of two additional multipurpose fields and parking. The development will include a 1.14 acre increase in impervious. Pertinent Onsite and Offsite Drainage Conditions The site is generally flat with most drainage being directed inward to ditches ultimately draining along Madeline Trask Drive. The previously developed portion of the site drains to an existing wet pond. Soil Series and Flood Hazard Areas The site is located within the Cape Fear River Basin. A review of Flood Hazard Areas based on the published maps and the NC Flood plain Mapping Information System indicate that there are no flood zones on site. Calculation Method Water Quantity A dry detention pond will be utilized to meet New Hanover County’s requirements of limiting the post- development peak flow to pre-developed rates for the 2-, 10-, and 25-year storm events. The majority of added impervious to this site will drain to this stormwater control measure and ultimately drain to an adjacent ditch. The time of concentration (Tc) was estimated using a minimum of 5 minutes for proposed conditions. STORM RAINFALL INTENSITY 2-YR 4.62 IN/HR 10-YR 7.18 IN/HR 25-YR 9.02 IN/HR Water Quality As this site is home to a park, there is minimal impervious onsite outside of the necessary sidewalks and parking lots to accommodate park visitors. With New Hanover County being a coastal county, to meet low impact density requirements, a site must meet an impervious threshold of no more than 12% of the site’s area. The park’s new addition will increase the parcel’s impervious to 2.27 acres, which is below the maximum 3.98 acres allotted for this parcel’s impervious land cover. www.timmons.com Summary of Results The dry detention will capture approximately 5.57 acres of disturbance including 0.93 acres of impervious. The remaining drainage generated onsite will follow existing drainage patterns and sheet flow to adjacent ditches. Peak flow compliance for the 2-, 10-, and 25-year storms is demonstrated for analysis point 1 – see below for pre- and post-development flow rates for all storm events. STORM EVENT POA 1 (cfs) 2-YEAR PRE = 2.03 POST = 1.61 10-YEAR PRE = 3.37 POST = 2.46 25-YEAR PRE = 4.41 POST = 3.09 www.timmons.com Section 2: Environmental Maps Soil Map www.timmons.com Section 2: Environmental Maps FEMA Map 3 0 . 1 F E E T 24.7 FEET 25.2 FEET 14. 7 F E E T 25 . 8 F E E T 2 4 . 3 F E E T 22 F E E T 14.3 FEE T 23.9 F E E T 16.8 FEET 11. 8 F E E T 21.3 FEET 23. 7 F E E T 13.5 F E E T 19.3 F E E T 1 3 . 3 F E E T 10.6 FEET 3 0 . 1 F E E T 17. 7 F E E T 30.1 F E E T %,0 8 5 %,061 %,063 %,067 %,0 5 7 %,045 %,010 %,051 %,020 %,279 %,041 %,04 7 %,333 %,029 %,3 0 2 %,261 %,0 7 7 %,36 1 %,069 %,085 %,063 %,01 5 %,06 7 %,0 5 7 %,045 %,010 %,051 %,020 %,279 %,041 %,04 7 %,333 %,02 9 %,3 0 2 %,261 %,077 %,361 %,06 9 USGS, USDA "# N NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP NOTES TO USERS For information and questions about this Flood Insurance Rate Map (FIRM), available products associated with this FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or the National Flood Insurance Program (NFIP) in general, please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website at https://msc.fema.gov. Available products may include previously issued Letters of Map Change, a Flood Insurance Study Report, and/or digital versions of this map. Many of these products can be ordered or obtained directly from the website. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as the current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number listed above. For community and countywide map dates, refer to the Flood Insurance Study Report for this jurisdiction. To determine if flood insurance is available in this community, contact your Insurance agent or call the National Flood Insurance Program at 1-800-638-6620. Basemap information shown on this FIRM was provided in digital format by the United States Geological Survey (USGS). The basemap shown is the USGS National Map: Orthoimagery. Last refreshed October, 2020. SCALE Map Projection: GCS, Geodetic Reference System 1980; Vertical Datum: NAVD88 Panel Contains: MAP NUMBER EFFECTIVE DATE COMMUNITY NUMBER PANEL PANEL 3231 OF 3280 0 500 1,000 1,500 2,000250 Feet 0 100 200 300 40050 Meters This map was exported from FEMA's National Flood Hazard Layer (NFHL) on 7/18/2023 9:51 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. For additional information, please see the Flood Hazard Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418 This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. NEW HANOVER COUNTY 370168 3231 3720323100K August 28, 2018 For information about the specific vertical datum for elevation features, datum conversions, or vertical monuments used to create this map, please see the Flood Insurance Study (FIS) Report for your community at https://msc.fema.gov SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR DRAFT FIRM PANEL LAYOUT OTHER FEATURES FLOOD HAZARD INFORMATION Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee See NotesZone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood HazardZone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary 8 Effective LOMRs GENERAL STRUCTURES OTHER AREAS OTHER AREAS OF FLOOD HAZARD SPECIAL FLOOD HAZARD AREAS B 20.2 1 inch = 500 feet 1:6,000 77°54'21.92"W 34°21'10.97"N 77°52'28.56"W 34°19'5.29"N www.timmons.com Section 2: Environmental Maps USGS Quad Map ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│―│―│ ―│―│ ―│ ―│ ―│―│―│―│―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│―│ 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R D RE M I N I S C E R D NOLAND DR G O R D O N R D ROSSM O RE R D KITTY HAWK RD HUNTSMANCT E N T E R P R I S E D R HERITAG E P A R K D R ROCKHILL RD OA K L E Y LOOPRD W G A T E R D OLD MILLRD SONDEY R D H A R V E S T R D NE W VILL A G E W A Y INF A N T R Y R D STONEYRD C R O WATAN RD H AMPTON D R B O U NTIFUL LN LYNN A V E ¬«132 ¬«133 £¤117 £¤117 £¤421 §¨¦140 §¨¦40 N C O L L E G E R D N C O L L E G E R D CA S T L E H A Y N E R D C A S T L E H A Y N E R D O A K L E Y C I R CHADWICK AVE N KERR AVENKERRAVEHORNE PLACE DR J U V E N I L E C E N T E R R D EDU C A T I O N L O O P B A R B A D O S B L V D W I N D S A I L D R BELLWOODAVE LONGLEAF DR HANO V E R A V E ER V I N S P L A C E D R SANDY LN C A S T L E C O V E LN V E L V A D R FU L T O N A V E CENTENNIALDR BLOS S O M F E R R Y R D HERMITAGE RD INDIANCORNTRL THOMAS EDI S O N S T FAIRFORD R D B L U E C L AY R D OL D B R I D G E S I T E R D PARM E L E R D EGGERTAVE D E K K E R R D OR A N G E S T N O R T H CHASEPKWYW B R I N K MANDR D E E R F I ELD RD HOLLY SHELTER RD PARA M O U N T W A Y BL O S S O M S T N C O D R AP P L E R D ORVILLE WRIGHT WAY S E A H O L LY D R M C D OUGALDDR MILLHOUSERD NE RD MEM O R Y L N TA L L O A K S D R CHAN D L E R D R C O N S T A B L E W A Y B I G F I E L D D R OAKL E Y R D ¬«133 ¬«132 ¬«133 £¤117 §¨¦40 §¨¦140§¨¦140 §¨¦140 N E W HANOVERCO P E N DER CO N E W H A N O V E R C O B R U N S W I C K C O Two Pond Bay DollisonsSwamp Cowpen Br Lake Sutton NortheastCapeFearRiver LagoonCr BrunswickRiver C a p e F e a r R i v e r Burnt MillCreek SmithCreek LakeSutton NortheastCapeFearRiver PrinceGe o rge Cr N e s s C r C a p e F e a r R i v e r Ton ys Cr CowpenBr N e s s C r FishingCr C a r t w h e e l B r S m it h C r S p r ing Br North e a s t C a p e FearRiver Northeast C a p e F e a r R iver N o r t h e a s t C a p e F e a r R i v e r N o r t h e a s t C a pe FearRiver Cape Fear CommunityCollege - NorthCampus ShoulderBranch Cem FlemingtonOak Grove Cem PinePole Neck Navassa Eagle Island BigIsland Navassa Northchase SkippersCorner Northchase CastleHayne Blue ClayFarms WILMINGTON Wrightsboro Hightsville 95 96 97 98 99 00 01 02 03 04 05 06 94 3807000mN 95 96 97 98 99 00 01 02 03 04 05 06 3794000mN 07 25 26 27 28 29 30 31 32 33 3424 235 000mE 26 27 28 29 30 31 32 33 34225000mE 35 TD TD TC TC 34.2500° 34.3750° -78.0000°-77.8750°34.3750° 34.2500°-77.8750°-78.0000° NS N . NG A R E F N O . *7 6 4 3 0 1 6 3 7 8 5 9 8 * U S G S X 2 4 K 7 5 8 1 7 6 4 3 0 1 6 3 7 8 5 9 8 NORTHCAROLINA 2 87 4 1 5 3 6 QUADRANGLE LOCATION CASTLE HAYNE QUADRANGLENORTH CAROLINA7.5-MINUTE SERIES U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY × Ø GN MN 1°39´29 MILS 9°24´167 MILS UTM GRID AND 2019 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET 3800QU QT TD TC78°WGrid Zone Designation17S18S78°W U.S. National Grid100,000 - m Square ID 1 Currie 8 Wrightsville Beach 2 Rocky Point3 Mooretown4 Leland5 Scotts Hill6 Winnabow7 Wilmington ADJOINING QUADRANGLES Imagery.....................................................NAIP, September 2020 - September 2020Roads......................................... U.S. Census Bureau, 2016Names............................................................................GNIS, 1980 - 2021Hydrography...............................National Hydrography Dataset, 2006 - 2018Contours............................................National Elevation Dataset, 2008Boundaries..............Multiple sources; see metadata file 2019 - 2021 Wetlands.................FWS National Wetlands Inventory Not Available North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid:Universal Transverse Mercator, Zone 17S\18S Produced by the United States Geological Survey This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands. This map was produced to conform with the National Geospatial Program US Topo Product Standard. CONTOUR INTERVAL 5 FEETNORTH AMERICAN VERTICAL DATUM OF 1988 SCALE 1:24 000 1000 500 0 METERS 1000 2000 21KILOMETERS00.51 1 0.5 0 MILES 1 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 FEET CASTLE HAYNE, NC 2022 Expressway Local Connector ROAD CLASSIFICATION Ramp 4WD Secondary Hwy Local Road Interstate Route State RouteUS RouteWX./ www.timmons.com Section 3: Stormwater Calculations Hydrology Calculations (2-, 10-, 25-, and 100-yr Storms) 1 2 34 5 6 7 8 9 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: 49720 - Northern Regional Park - Hydrology - Modified Rational - DUMMY.gpw Tuesday, 10 / 10 / 2023 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Mod. Rational ------ ------- 2.035 ------- ------- 3.368 4.413 ------- 6.454 POA 1 - Pre 2 Mod. Rational ------ ------- 1.758 ------- ------- 2.423 2.857 ------- 3.825 POA 1 - Post 3 Mod. Rational ------ ------- 1.230 ------- ------- 2.036 2.668 ------- 3.901 POA 1 - Post - Bypass 4 Mod. Rational ------ ------- 1.779 ------- ------- 2.484 2.962 ------- 3.668 POA 1 - Post to UD 5 Combine 2, 4 ------- 3.537 ------- ------- 4.907 5.819 ------- 7.493 POA 1 - Post to SCM 6 Reservoir 5 ------- 0.377 ------- ------- 0.416 2.021 ------- 4.184 Pond 7 Reach 6 ------- 0.370 ------- ------- 0.409 1.426 ------- 3.042 Existing Channel 8 Mod. Rational ------ ------- 11.41 ------- ------- 14.96 16.65 ------- 19.08 POA 1 - Post - Bypass to Ex Pond 9 Reservoir 8 ------- 0.030 ------- ------- 0.038 1.831 ------- 5.090 Bypass to Ex Pond 10 Combine 3, 7, 9 ------- 1.605 ------- ------- 2.457 3.094 ------- 5.502 POA 1 - Post - Combined Proj. file: 49720 - Northern Regional Park - Hydrology - Modified Rational - DUMMY.gpwTuesday, 10 / 10 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 2.035 1 264 96,704 ------ ------ ------ POA 1 - Pre 2 Mod. Rational 1.758 1 25 6,039 ------ ------ ------ POA 1 - Post 3 Mod. Rational 1.230 1 264 58,457 ------ ------ ------ POA 1 - Post - Bypass 4 Mod. Rational 1.779 1 30 6,308 ------ ------ ------ POA 1 - Post to UD 5 Combine 3.537 1 30 12,310 2, 4 ------ ------ POA 1 - Post to SCM 6 Reservoir 0.377 1 83 12,302 5 29.26 10,918 Pond 7 Reach 0.370 1 124 12,232 6 ------ ------ Existing Channel 8 Mod. Rational 11.41 1 5 10,270 ------ ------ ------ POA 1 - Post - Bypass to Ex Pond 9 Reservoir 0.030 1 20 3,847 8 24.23 10,257 Bypass to Ex Pond 10 Combine 1.605 1 264 74,536 3, 7, 9 ------ ------ POA 1 - Post - Combined 49720 - Northern Regional Park - Hydrology - Modified Rational - DUMMY.gpwReturn Period: 2 Year Tuesday, 10 / 10 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 1 POA 1 - Pre Hydrograph type = Mod. Rational Peak discharge = 2.035 cfs Storm frequency = 2 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 96,704 cuft Drainage area = 33.150 ac Runoff coeff. = 0.3* Intensity = 0.205 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(1.130 x 0.95) + (23.250 x 0.25) + (8.770 x 0.35)] / 33.150 4 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Pre Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 2 POA 1 - Post Hydrograph type = Mod. Rational Peak discharge = 1.758 cfs Storm frequency = 2 yrs Time to peak = 25 min Time interval = 1 min Hyd. volume = 6,039 cuft Drainage area = 1.330 ac Runoff coeff. = 0.77* Intensity = 1.717 in/hr Tc by User = 25.00 min IDF Curve = New Hanover.IDF Storm duration = 2.3 x Tc Target Q =1.010 cfs Est. Req'd Storage =3,508 cuft * Composite (Area/C) = [(0.930 x 0.95) + (0.400 x 0.35)] / 1.330 5 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) POA 1 - Post Hyd. No. 2 -- 2 Year Hyd No. 2 Mod. Rational Est. Storage = 3,508 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 3 POA 1 - Post - Bypass Hydrograph type = Mod. Rational Peak discharge = 1.230 cfs Storm frequency = 2 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 58,457 cuft Drainage area = 20.730 ac Runoff coeff. = 0.29* Intensity = 0.205 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.430 x 0.95) + (15.190 x 0.25) + (5.110 x 0.35)] / 20.730 6 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) POA 1 - Post - Bypass Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 4 POA 1 - Post to UD Hydrograph type = Mod. Rational Peak discharge = 1.779 cfs Storm frequency = 2 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 6,308 cuft Drainage area = 4.240 ac Runoff coeff. = 0.25 Intensity = 1.678 in/hr Tc by User = 30.00 min IDF Curve = New Hanover.IDF Storm duration = 2.0 x Tc Target Q =1.020 cfs Est. Req'd Storage =3,549 cuft 7 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) POA 1 - Post to UD Hyd. No. 4 -- 2 Year Hyd No. 4 Mod. Rational Est. Storage = 3,549 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 5 POA 1 - Post to SCM Hydrograph type = Combine Peak discharge = 3.537 cfs Storm frequency = 2 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 12,310 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 5.570 ac 8 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) POA 1 - Post to SCM Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 6 Pond Hydrograph type = Reservoir Peak discharge = 0.377 cfs Storm frequency = 2 yrs Time to peak = 83 min Time interval = 1 min Hyd. volume = 12,302 cuft Inflow hyd. No. = 5 - POA 1 - Post to SCM Max. Elevation = 29.26 ft Reservoir name = Dry Pond Max. Storage = 10,918 cuft Storage Indication method used. Outflow includes exfiltration. 9 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Pond Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 5 Total storage used = 10,918 cuft Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Pond No. 1 - Dry Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 27.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 27.50 5,356 0 0 0.50 28.00 5,795 2,788 2,788 1.50 29.00 6,715 6,255 9,043 2.50 30.00 7,692 7,204 16,246 3.50 31.00 8,726 8,209 24,455 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 15.00 1.25 Inactive 0.00 Span (in)= 15.00 1.25 0.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 26.50 26.50 0.00 0.00 Length (ft)= 69.00 0.00 0.00 0.00 Slope (%)= 1.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No Crest Len (ft)= 16.00 10.00 Inactive Inactive Crest El. (ft)= 30.00 30.75 28.30 28.50 Weir Coeff.= 3.33 2.60 3.33 3.33 Weir Type = 1 Broad Rect Rect Multi-Stage = Yes No Yes Yes Exfil.(in/hr)= 2.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 Stage (ft) 0.00 27.50 1.00 28.50 2.00 29.50 3.00 30.50 4.00 31.50 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 7 Existing Channel Hydrograph type = Reach Peak discharge = 0.370 cfs Storm frequency = 2 yrs Time to peak = 124 min Time interval = 1 min Hyd. volume = 12,232 cuft Inflow hyd. No. = 6 - Pond Section type = Trapezoidal Reach length = 1000.0 ft Channel slope = 0.5 % Manning's n = 0.030 Bottom width = 10.0 ft Side slope = 2.0:1 Max. depth = 3.0 ft Rating curve x = 0.756 Rating curve m = 1.447 Ave. velocity = 0.61 ft/s Routing coeff. = 0.0516 Modified Att-Kin routing method used. 11 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Existing Channel Hyd. No. 7 -- 2 Year Hyd No. 7 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 8 POA 1 - Post - Bypass to Ex Pond Hydrograph type = Mod. Rational Peak discharge = 11.41 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 10,270 cuft Drainage area = 6.890 ac Runoff coeff. = 0.43* Intensity = 3.852 in/hr Tc by User = 5.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.910 x 0.95) + (5.980 x 0.35)] / 6.890 12 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) POA 1 - Post - Bypass to Ex Pond Hyd. No. 8 -- 2 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 9 Bypass to Ex Pond Hydrograph type = Reservoir Peak discharge = 0.030 cfs Storm frequency = 2 yrs Time to peak = 20 min Time interval = 1 min Hyd. volume = 3,847 cuft Inflow hyd. No. = 8 - POA 1 - Post - Bypass to Ex PondMax. Elevation = 24.23 ft Reservoir name = Existing Pond Max. Storage = 10,257 cuft Storage Indication method used. 13 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Bypass to Ex Pond Hyd. No. 9 -- 2 Year Hyd No. 9 Hyd No. 8 Total storage used = 10,257 cuft Pond Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Pond No. 3 - Existing Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 23.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 23.00 7,509 0 0 1.00 24.00 8,657 8,075 8,075 2.00 25.00 10,161 9,398 17,473 3.00 26.00 11,093 10,623 28,096 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 18.00 1.25 0.00 0.00 Span (in)= 18.00 1.25 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 23.63 23.00 0.00 0.00 Length (ft)= 26.43 0.00 0.00 0.00 Slope (%)= 3.57 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No Crest Len (ft)= 16.00 10.00 0.00 0.00 Crest El. (ft)= 24.60 25.90 0.00 0.00 Weir Coeff.= 3.33 2.60 3.33 3.33 Weir Type = 1 Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 Stage (ft) 0.00 23.00 1.00 24.00 2.00 25.00 3.00 26.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 10 POA 1 - Post - Combined Hydrograph type = Combine Peak discharge = 1.605 cfs Storm frequency = 2 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 74,536 cuft Inflow hyds. = 3, 7, 9 Contrib. drain. area = 20.730 ac 15 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) POA 1 - Post - Combined Hyd. No. 10 -- 2 Year Hyd No. 10 Hyd No. 3 Hyd No. 7 Hyd No. 9 Hydrograph Summary Report 16 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 3.368 1 264 160,025 ------ ------ ------ POA 1 - Pre 2 Mod. Rational 2.423 1 25 8,468 ------ ------ ------ POA 1 - Post 3 Mod. Rational 2.036 1 264 96,734 ------ ------ ------ POA 1 - Post - Bypass 4 Mod. Rational 2.484 1 30 8,808 ------ ------ ------ POA 1 - Post to UD 5 Combine 4.907 1 30 17,225 2, 4 ------ ------ POA 1 - Post to SCM 6 Reservoir 0.416 1 84 17,217 5 29.92 15,665 Pond 7 Reach 0.409 1 124 17,147 6 ------ ------ Existing Channel 8 Mod. Rational 14.96 1 5 13,468 ------ ------ ------ POA 1 - Post - Bypass to Ex Pond 9 Reservoir 0.038 1 20 5,286 8 24.57 13,448 Bypass to Ex Pond 10 Combine 2.457 1 264 119,168 3, 7, 9 ------ ------ POA 1 - Post - Combined 49720 - Northern Regional Park - Hydrology - Modified Rational - DUMMY.gpwReturn Period: 10 Year Tuesday, 10 / 10 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 1 POA 1 - Pre Hydrograph type = Mod. Rational Peak discharge = 3.368 cfs Storm frequency = 10 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 160,025 cuft Drainage area = 33.150 ac Runoff coeff. = 0.3* Intensity = 0.339 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(1.130 x 0.95) + (23.250 x 0.25) + (8.770 x 0.35)] / 33.150 17 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) POA 1 - Pre Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 2 POA 1 - Post Hydrograph type = Mod. Rational Peak discharge = 2.423 cfs Storm frequency = 10 yrs Time to peak = 25 min Time interval = 1 min Hyd. volume = 8,468 cuft Drainage area = 1.330 ac Runoff coeff. = 0.77* Intensity = 2.366 in/hr Tc by User = 25.00 min IDF Curve = New Hanover.IDF Storm duration = 2.3 x Tc Target Q =1.680 cfs Est. Req'd Storage =4,218 cuft * Composite (Area/C) = [(0.930 x 0.95) + (0.400 x 0.35)] / 1.330 18 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post Hyd. No. 2 -- 10 Year Hyd No. 2 Mod. Rational Est. Storage = 4,218 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 3 POA 1 - Post - Bypass Hydrograph type = Mod. Rational Peak discharge = 2.036 cfs Storm frequency = 10 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 96,734 cuft Drainage area = 20.730 ac Runoff coeff. = 0.29* Intensity = 0.339 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.430 x 0.95) + (15.190 x 0.25) + (5.110 x 0.35)] / 20.730 19 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post - Bypass Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 4 POA 1 - Post to UD Hydrograph type = Mod. Rational Peak discharge = 2.484 cfs Storm frequency = 10 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 8,808 cuft Drainage area = 4.240 ac Runoff coeff. = 0.25 Intensity = 2.343 in/hr Tc by User = 30.00 min IDF Curve = New Hanover.IDF Storm duration = 2.0 x Tc Target Q =1.680 cfs Est. Req'd Storage =4,272 cuft 20 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post to UD Hyd. No. 4 -- 10 Year Hyd No. 4 Mod. Rational Est. Storage = 4,272 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 5 POA 1 - Post to SCM Hydrograph type = Combine Peak discharge = 4.907 cfs Storm frequency = 10 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 17,225 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 5.570 ac 21 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) POA 1 - Post to SCM Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 6 Pond Hydrograph type = Reservoir Peak discharge = 0.416 cfs Storm frequency = 10 yrs Time to peak = 84 min Time interval = 1 min Hyd. volume = 17,217 cuft Inflow hyd. No. = 5 - POA 1 - Post to SCM Max. Elevation = 29.92 ft Reservoir name = Dry Pond Max. Storage = 15,665 cuft Storage Indication method used. Outflow includes exfiltration. 22 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Pond Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 5 Total storage used = 15,665 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 7 Existing Channel Hydrograph type = Reach Peak discharge = 0.409 cfs Storm frequency = 10 yrs Time to peak = 124 min Time interval = 1 min Hyd. volume = 17,147 cuft Inflow hyd. No. = 6 - Pond Section type = Trapezoidal Reach length = 1000.0 ft Channel slope = 0.5 % Manning's n = 0.030 Bottom width = 10.0 ft Side slope = 2.0:1 Max. depth = 3.0 ft Rating curve x = 0.756 Rating curve m = 1.447 Ave. velocity = 0.63 ft/s Routing coeff. = 0.0531 Modified Att-Kin routing method used. 23 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Existing Channel Hyd. No. 7 -- 10 Year Hyd No. 7 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 8 POA 1 - Post - Bypass to Ex Pond Hydrograph type = Mod. Rational Peak discharge = 14.96 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 13,468 cuft Drainage area = 6.890 ac Runoff coeff. = 0.43* Intensity = 5.051 in/hr Tc by User = 5.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.910 x 0.95) + (5.980 x 0.35)] / 6.890 24 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 Q (cfs) Time (min) POA 1 - Post - Bypass to Ex Pond Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 9 Bypass to Ex Pond Hydrograph type = Reservoir Peak discharge = 0.038 cfs Storm frequency = 10 yrs Time to peak = 20 min Time interval = 1 min Hyd. volume = 5,286 cuft Inflow hyd. No. = 8 - POA 1 - Post - Bypass to Ex PondMax. Elevation = 24.57 ft Reservoir name = Existing Pond Max. Storage = 13,448 cuft Storage Indication method used. 25 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 Q (cfs) Time (min) Bypass to Ex Pond Hyd. No. 9 -- 10 Year Hyd No. 9 Hyd No. 8 Total storage used = 13,448 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 10 POA 1 - Post - Combined Hydrograph type = Combine Peak discharge = 2.457 cfs Storm frequency = 10 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 119,168 cuft Inflow hyds. = 3, 7, 9 Contrib. drain. area = 20.730 ac 26 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post - Combined Hyd. No. 10 -- 10 Year Hyd No. 10 Hyd No. 3 Hyd No. 7 Hyd No. 9 Hydrograph Summary Report 27 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 4.413 1 264 209,699 ------ ------ ------ POA 1 - Pre 2 Mod. Rational 2.857 1 25 9,642 ------ ------ ------ POA 1 - Post 3 Mod. Rational 2.668 1 264 126,762 ------ ------ ------ POA 1 - Post - Bypass 4 Mod. Rational 2.962 1 30 9,970 ------ ------ ------ POA 1 - Post to UD 5 Combine 5.819 1 30 19,552 2, 4 ------ ------ POA 1 - Post to SCM 6 Reservoir 2.021 1 74 19,544 5 30.09 17,023 Pond 7 Reach 1.426 1 82 19,474 6 ------ ------ Existing Channel 8 Mod. Rational 16.65 1 5 14,986 ------ ------ ------ POA 1 - Post - Bypass to Ex Pond 9 Reservoir 1.831 1 19 6,590 8 24.70 14,694 Bypass to Ex Pond 10 Combine 3.094 1 264 152,826 3, 7, 9 ------ ------ POA 1 - Post - Combined 49720 - Northern Regional Park - Hydrology - Modified Rational - DUMMY.gpwReturn Period: 25 Year Tuesday, 10 / 10 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 1 POA 1 - Pre Hydrograph type = Mod. Rational Peak discharge = 4.413 cfs Storm frequency = 25 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 209,699 cuft Drainage area = 33.150 ac Runoff coeff. = 0.3* Intensity = 0.444 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(1.130 x 0.95) + (23.250 x 0.25) + (8.770 x 0.35)] / 33.150 28 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) POA 1 - Pre Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 2 POA 1 - Post Hydrograph type = Mod. Rational Peak discharge = 2.857 cfs Storm frequency = 25 yrs Time to peak = 25 min Time interval = 1 min Hyd. volume = 9,642 cuft Drainage area = 1.330 ac Runoff coeff. = 0.77* Intensity = 2.790 in/hr Tc by User = 25.00 min IDF Curve = New Hanover.IDF Storm duration = 2.2 x Tc Target Q =2.210 cfs Est. Req'd Storage =4,189 cuft * Composite (Area/C) = [(0.930 x 0.95) + (0.400 x 0.35)] / 1.330 29 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post Hyd. No. 2 -- 25 Year Hyd No. 2 Mod. Rational Est. Storage = 4,189 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 3 POA 1 - Post - Bypass Hydrograph type = Mod. Rational Peak discharge = 2.668 cfs Storm frequency = 25 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 126,762 cuft Drainage area = 20.730 ac Runoff coeff. = 0.29* Intensity = 0.444 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.430 x 0.95) + (15.190 x 0.25) + (5.110 x 0.35)] / 20.730 30 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post - Bypass Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 4 POA 1 - Post to UD Hydrograph type = Mod. Rational Peak discharge = 2.962 cfs Storm frequency = 25 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 9,970 cuft Drainage area = 4.240 ac Runoff coeff. = 0.25 Intensity = 2.794 in/hr Tc by User = 30.00 min IDF Curve = New Hanover.IDF Storm duration = 1.9 x Tc Target Q =2.210 cfs Est. Req'd Storage =4,210 cuft 31 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) POA 1 - Post to UD Hyd. No. 4 -- 25 Year Hyd No. 4 Mod. Rational Est. Storage = 4,210 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 5 POA 1 - Post to SCM Hydrograph type = Combine Peak discharge = 5.819 cfs Storm frequency = 25 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 19,552 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 5.570 ac 32 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) POA 1 - Post to SCM Hyd. No. 5 -- 25 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 6 Pond Hydrograph type = Reservoir Peak discharge = 2.021 cfs Storm frequency = 25 yrs Time to peak = 74 min Time interval = 1 min Hyd. volume = 19,544 cuft Inflow hyd. No. = 5 - POA 1 - Post to SCM Max. Elevation = 30.09 ft Reservoir name = Dry Pond Max. Storage = 17,023 cuft Storage Indication method used. Outflow includes exfiltration. 33 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Pond Hyd. No. 6 -- 25 Year Hyd No. 6 Hyd No. 5 Total storage used = 17,023 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 7 Existing Channel Hydrograph type = Reach Peak discharge = 1.426 cfs Storm frequency = 25 yrs Time to peak = 82 min Time interval = 1 min Hyd. volume = 19,474 cuft Inflow hyd. No. = 6 - Pond Section type = Trapezoidal Reach length = 1000.0 ft Channel slope = 0.5 % Manning's n = 0.030 Bottom width = 10.0 ft Side slope = 2.0:1 Max. depth = 3.0 ft Rating curve x = 0.756 Rating curve m = 1.447 Ave. velocity = 1.02 ft/s Routing coeff. = 0.0852 Modified Att-Kin routing method used. 34 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Existing Channel Hyd. No. 7 -- 25 Year Hyd No. 7 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 8 POA 1 - Post - Bypass to Ex Pond Hydrograph type = Mod. Rational Peak discharge = 16.65 cfs Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 14,986 cuft Drainage area = 6.890 ac Runoff coeff. = 0.43* Intensity = 5.620 in/hr Tc by User = 5.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.910 x 0.95) + (5.980 x 0.35)] / 6.890 35 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) POA 1 - Post - Bypass to Ex Pond Hyd. No. 8 -- 25 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 9 Bypass to Ex Pond Hydrograph type = Reservoir Peak discharge = 1.831 cfs Storm frequency = 25 yrs Time to peak = 19 min Time interval = 1 min Hyd. volume = 6,590 cuft Inflow hyd. No. = 8 - POA 1 - Post - Bypass to Ex PondMax. Elevation = 24.70 ft Reservoir name = Existing Pond Max. Storage = 14,694 cuft Storage Indication method used. 36 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) Bypass to Ex Pond Hyd. No. 9 -- 25 Year Hyd No. 9 Hyd No. 8 Total storage used = 14,694 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 10 POA 1 - Post - Combined Hydrograph type = Combine Peak discharge = 3.094 cfs Storm frequency = 25 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 152,826 cuft Inflow hyds. = 3, 7, 9 Contrib. drain. area = 20.730 ac 37 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) POA 1 - Post - Combined Hyd. No. 10 -- 25 Year Hyd No. 10 Hyd No. 3 Hyd No. 7 Hyd No. 9 Hydrograph Summary Report 38 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 6.454 1 264 306,675 ------ ------ ------ POA 1 - Pre 2 Mod. Rational 3.825 1 25 10,615 ------ ------ ------ POA 1 - Post 3 Mod. Rational 3.901 1 264 185,384 ------ ------ ------ POA 1 - Post - Bypass 4 Mod. Rational 3.668 1 30 11,686 ------ ------ ------ POA 1 - Post to UD 5 Combine 7.493 1 30 22,222 2, 4 ------ ------ POA 1 - Post to SCM 6 Reservoir 4.184 1 61 22,214 5 30.17 17,619 Pond 7 Reach 3.042 1 69 22,145 6 ------ ------ Existing Channel 8 Mod. Rational 19.08 1 5 17,169 ------ ------ ------ POA 1 - Post - Bypass to Ex Pond 9 Reservoir 5.090 1 19 8,764 8 24.85 16,052 Bypass to Ex Pond 10 Combine 5.502 1 19 216,293 3, 7, 9 ------ ------ POA 1 - Post - Combined 49720 - Northern Regional Park - Hydrology - Modified Rational - DUMMY.gpwReturn Period: 100 Year Tuesday, 10 / 10 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 1 POA 1 - Pre Hydrograph type = Mod. Rational Peak discharge = 6.454 cfs Storm frequency = 100 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 306,675 cuft Drainage area = 33.150 ac Runoff coeff. = 0.3* Intensity = 0.649 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(1.130 x 0.95) + (23.250 x 0.25) + (8.770 x 0.35)] / 33.150 39 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) POA 1 - Pre Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 2 POA 1 - Post Hydrograph type = Mod. Rational Peak discharge = 3.825 cfs Storm frequency = 100 yrs Time to peak = 25 min Time interval = 1 min Hyd. volume = 10,615 cuft Drainage area = 1.330 ac Runoff coeff. = 0.77* Intensity = 3.735 in/hr Tc by User = 25.00 min IDF Curve = New Hanover.IDF Storm duration = 1.8 x Tc Target Q =3.230 cfs Est. Req'd Storage =3,642 cuft * Composite (Area/C) = [(0.930 x 0.95) + (0.400 x 0.35)] / 1.330 40 0 10 20 30 40 50 60 70 80 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) POA 1 - Post Hyd. No. 2 -- 100 Year Hyd No. 2 Mod. Rational Est. Storage = 3,642 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 3 POA 1 - Post - Bypass Hydrograph type = Mod. Rational Peak discharge = 3.901 cfs Storm frequency = 100 yrs Time to peak = 264 min Time interval = 1 min Hyd. volume = 185,384 cuft Drainage area = 20.730 ac Runoff coeff. = 0.29* Intensity = 0.649 in/hr Tc by User = 264.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.430 x 0.95) + (15.190 x 0.25) + (5.110 x 0.35)] / 20.730 41 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) POA 1 - Post - Bypass Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 4 POA 1 - Post to UD Hydrograph type = Mod. Rational Peak discharge = 3.668 cfs Storm frequency = 100 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 11,686 cuft Drainage area = 4.240 ac Runoff coeff. = 0.25 Intensity = 3.460 in/hr Tc by User = 30.00 min IDF Curve = New Hanover.IDF Storm duration = 1.8 x Tc Target Q =3.230 cfs Est. Req'd Storage =3,576 cuft 42 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) POA 1 - Post to UD Hyd. No. 4 -- 100 Year Hyd No. 4 Mod. Rational Est. Storage = 3,576 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 5 POA 1 - Post to SCM Hydrograph type = Combine Peak discharge = 7.493 cfs Storm frequency = 100 yrs Time to peak = 30 min Time interval = 1 min Hyd. volume = 22,222 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 5.570 ac 43 0 10 20 30 40 50 60 70 80 90 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) POA 1 - Post to SCM Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 6 Pond Hydrograph type = Reservoir Peak discharge = 4.184 cfs Storm frequency = 100 yrs Time to peak = 61 min Time interval = 1 min Hyd. volume = 22,214 cuft Inflow hyd. No. = 5 - POA 1 - Post to SCM Max. Elevation = 30.17 ft Reservoir name = Dry Pond Max. Storage = 17,619 cuft Storage Indication method used. Outflow includes exfiltration. 44 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Pond Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 5 Total storage used = 17,619 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 7 Existing Channel Hydrograph type = Reach Peak discharge = 3.042 cfs Storm frequency = 100 yrs Time to peak = 69 min Time interval = 1 min Hyd. volume = 22,145 cuft Inflow hyd. No. = 6 - Pond Section type = Trapezoidal Reach length = 1000.0 ft Channel slope = 0.5 % Manning's n = 0.030 Bottom width = 10.0 ft Side slope = 2.0:1 Max. depth = 3.0 ft Rating curve x = 0.756 Rating curve m = 1.447 Ave. velocity = 1.28 ft/s Routing coeff. = 0.1055 Modified Att-Kin routing method used. 45 0 120 240 360 480 600 720 840 960 1080 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Existing Channel Hyd. No. 7 -- 100 Year Hyd No. 7 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 8 POA 1 - Post - Bypass to Ex Pond Hydrograph type = Mod. Rational Peak discharge = 19.08 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 17,169 cuft Drainage area = 6.890 ac Runoff coeff. = 0.43* Intensity = 6.439 in/hr Tc by User = 5.00 min IDF Curve = New Hanover.IDF Storm duration = 3.0 x Tc Target Q =n/a Est. Req'd Storage =n/a * Composite (Area/C) = [(0.910 x 0.95) + (5.980 x 0.35)] / 6.890 46 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) POA 1 - Post - Bypass to Ex Pond Hyd. No. 8 -- 100 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 9 Bypass to Ex Pond Hydrograph type = Reservoir Peak discharge = 5.090 cfs Storm frequency = 100 yrs Time to peak = 19 min Time interval = 1 min Hyd. volume = 8,764 cuft Inflow hyd. No. = 8 - POA 1 - Post - Bypass to Ex PondMax. Elevation = 24.85 ft Reservoir name = Existing Pond Max. Storage = 16,052 cuft Storage Indication method used. 47 0 10 20 30 40 50 60 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Bypass to Ex Pond Hyd. No. 9 -- 100 Year Hyd No. 9 Hyd No. 8 Total storage used = 16,052 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Hyd. No. 10 POA 1 - Post - Combined Hydrograph type = Combine Peak discharge = 5.502 cfs Storm frequency = 100 yrs Time to peak = 19 min Time interval = 1 min Hyd. volume = 216,293 cuft Inflow hyds. = 3, 7, 9 Contrib. drain. area = 20.730 ac 48 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) POA 1 - Post - Combined Hyd. No. 10 -- 100 Year Hyd No. 10 Hyd No. 3 Hyd No. 7 Hyd No. 9 Hydraflow Rainfall Report 49 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 10 / 10 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.1298 12.6000 0.8703 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 70.8913 12.3000 0.7988 -------- 25 63.7049 11.3000 0.7426 -------- 50 0.0000 0.0000 0.0000 -------- 100 51.7573 9.1000 0.6550 -------- File name: New Hanover.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.70 4.58 3.85 3.33 2.94 2.64 2.40 2.20 2.03 1.89 1.77 1.66 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 7.27 5.94 5.05 4.42 3.94 3.56 3.26 3.00 2.79 2.61 2.46 2.32 25 8.02 6.57 5.62 4.94 4.42 4.02 3.69 3.42 3.19 3.00 2.83 2.68 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 9.15 7.50 6.44 5.69 5.13 4.69 4.33 4.04 3.79 3.58 3.39 3.23 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: S:\333\49082-Raleigh_FS_3\Calc\Stm\Hydraflow\Raleigh Rainfall.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.89 4.62 0.00 3.30 7.18 9.02 6.80 12.50 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 2.75 0.00 0.00 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 0.00 6.00 0.00