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02-SIA Narrative and Calculations
NEW HANOVER FIRE STATION STORMWATER IMPACT ANALYSIS STATEMENT NEW HANOVER COUNTY, NC JUNE 11, 2024 PREPARED BY: Will Altman, PE 5410 Trinity Road, Suite 102 Raleigh, North Carolina 27607 919.866.4938 phone 919.859.5663 fax William.Altman@timmons.com www.timmons.com New Hanover County Fire Station New Hanover County, NC Project Number: 56400 Table of Contents Section 1: Site Analysis and Narrative Project Data Project Description Project Phasing Stormwater Drainage Narrative Calculation Method Summary of Results Pre/Post Summary Tables Section 2: Environmental Maps USGS Map Soil Map FEMA FIRM Map Section 3: Stormwater Calculations Pre/Post Calculations Dry Detention Pond Calculations HGL Calculations Rip Rap Calculations Culvert Calculation Open Channel Calculation Erosion Control Calculations Section 4: Stormwater Compliance Pre/Post Stormwater Maps Nutrient Loading New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Section 1: Site Analysis and Narrative Project Data Parcel Identification Number: R01708-003-001-000 River Basin: Cape Fear Ex. Impervious on-site: 0.19 Acres Post Project Impervious (Including Future): 0.98 Acres Net Pervious Increase: 0.79 Acres Area of Land Disturbance: Approximately 2.47 Acres Permit Coordination: NCDEQ: Erosion Control, Stormwater (Quality) New Hanover County: Stormwater, Tree Mitigation, Septic, Well, Planning NCDOT: Driveway Permit Easement: A drainage easement has been coordinated and needs to be dedicated to the County for the existing ditch at the southern property boundary. Coordination will continue with the County. Project Description The site is located at 4860 Castle Hayne Road in New Hanover County, NC. There will be one entrance off Castle Hayne Road, approximately 190’ SW of Parmele Road. There will be another entrance off Parmele Road, approximately 275’ east of Castle Hayne Road. The site area is 2.22 acres and the total land disturbance for this project will be approximately 2.47 acres. A new building will be added along with the necessary parking, drives and utilities for the site. This new building will serve as a Fire Station for the local community. This site should be considered to have both high and low density areas due to the natural drainage areas. Due to the natural drainage areas and minimizing impacts of natural features, there is 1 low density drainage area (A2) and 1 high density drainage area (A1). The high density drainage area A1 is treated using a dry pond and storm filter that meets the relevant MDC set forth in Rules .1050 through .1062. This drainage area is 1.55 ac and contains 0.81 ac of impervious. The low density drainage area A2 is 0.75 ac and contains 0.17 of impervious. This density is below the maximum density threshold set forth in the stormwater Rules .1017, .1019, and .1021 of 15A NCAC 02H .1003. The flow is dispersed using vegetative conveyances and a driveway culvert. According to the USDA Web Soils Survey, the site is made up of primarily La and Le soils. New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Project Phasing This project has four phases of erosion control. Phases I and II were permitted separately and have been approved by NCDEQ. The Project ID for phases I and II is NEWH-2024-0111, and the Application ID for phases I and II is PA-003835. This report will cover phases III and IV. There are currently plans to regrade the existing ditch along the southern property boundary of the proposed fire station. The ditch refurbishment will take place after erosion control phases I and II and will take place concurrently with the construction of the proposed fire station. All off site ditch refurbishment will be managed by the New Hanover County Engineering Department. The third phase of erosion control will utilize the phases I and II erosion control measures and adjust as necessary for proper operation. The surcharge fill is to be removed from the building pad. The building pad should be set to the final building pad grade. The sediment basin should be constructed, and the sediment trap should be demolished. Grading operations and installation of utilities (water, sewer and storm) will begin. Inlet protection around all storm sewer inlets will be installed as storm structures and piping are installed and brought up to final grade. The phase III erosion control measures will be inspected and approved prior to continuing to phase IV. Phase IV will begin after all disturbed areas on site have been stabilized per specifications. Inlet protection will be updated to compost socks as hardscaped areas are installed including asphalt, concrete and sidewalks. After NCDEQ inspectors have given final inspection and approval, the remaining erosion control features will be removed and finalized stabilization will occur. Once the site is stabilized, the dry detention will be finalized. Stormwater Drainage Narrative The site is in the Cape Fear River Basin. Soils on the site are mostly sandy soils, with a hydrologic soil group A and D, based upon the USDA Web Soils Survey. A review of Flood Hazard Areas based on the published maps and the NC Flood plain Mapping Information System indicate that the site is not in any flood zones. Based on existing site conditions, a Variance Request has been submitted with this project. Calculation Method The hydraulic grade line (HGL) model was performed using Storm Sewers software, which utilizes the NRCS Method utilizing Curve Numbers. Rainfall data was input based on NOAA’s rainfall data. Time of concentration was calculated using TR-55 segmented. The NRCS Method was utilized for calculations of pre development and post development conditions including the routing of the dry pond. Calculations were performed for the 1- year, 2-year, 10-year, 25-year, and 100-year 24-hour storm event. Nutrient calculations for nitrogen were calculated for the site including the existing impervious area. The dry pond drainage area was considered and then all the bypasses added. Summary of Results There will be one dry detention pond with a storm filter that captures and treats approximately 1.55 acres, of which 0.81 acres are impervious. The site is graded in a way that maintains the existing flow of water and directs it to the dry pond with the assistance of storm pipes, ditches, and roof drains. The dry detention basin is utilized to meet the pre development and post development quantity requirements, minimizing flow. The storm filter will be utilized to meet pre development and post development county and state requirements. New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Pre/Post Summary Tables Site Condition 1 Year (cfs) 2 Year (cfs) 10 Year (cfs) 25 Year (cfs) 100 Year (cfs) Pre-Development Drainage Area A 1.26 2.35 6.70 10.30 17.67 Post-Development A1 (Dry Detention) 0.13 0.45 4.46 4.65 11.44 Post-Development A2 (Bypass) 1.03 1.53 3.30 8.27 7.27 Post-Development Combined 1.05 1.56 6.53 12.44 17.09 Site Condition Drainage Area Curve Number Pre-Development Drainage Area A 2.22 60 Post-Development A1 (Dry Detention) 1.55 76 Post-Development A2 (Bypass) 0.75 71 Post-Development Combined 2.30 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Section 2: Environmental Maps New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com USGS Map ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ 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Wilmington InternationalAirport ISALBELSHOLMESBRG CAS T L E H A Y N E R D ARLINGTON DR YORKTOWN DR VICTORIA DR GLEND A L E D R BRE N T W O O D D R GORDON RD COR B E T T S T CASTLEHAYNERD HANOVERLAKESDR LAKESIDECIR CORNELIUS H A R N E T T E D R MCR A E S T MCRAE ST SWANN ST NIXON ST ¬«133 £¤74 LINVILLE DR £¤117 N C O L L E G E R D CAPITA L D R M IDDLESEXRD BRA M T ONRD KENNINGSTONST BRIERWOODRD NKERRAV E FARLE Y D R SP R I N G T I M E R D HUN T E R S T R L CO V E R D SPR I N G D A L E D R LOCKWOOD DR GRATHWOL DR SA M P S O N ST SUTTON STEAM PLANT RD FLEMING S T CEDARHILLRD FLE M I N G T O N R D OLD MILL RD NE £¤1774 SUTTON L A K E R D F R E D R I C K S O N R D £¤421 PILGRIMCIR GARDNER DR HALL DR BLU E C L A Y R D OLD WRIGH TSBOR O RD ACORNBRANCHRD KORNEGAYAVE AIRPORTBLVD GARDNERRD MAIDES AVE £¤74 KING S T HEWLETTDR N26THST N 2 3 R D S T ¬«133 £¤17421 £¤1774 SPRINGBRANCHRD COWPENLANDING R D MARTIN LUTHER KI NG JR PKWY TERRY LN LYNBROOKDR GREENTREE RD DEAN DR CHERYL LN SPRINGVALLEYRD 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H A Y N E R D OAKLEY CI R CHADWICK AVE N KERR AVENKERRAVEHORNE PLACE DR J U V E N I L E C E N T E R R D EDUC A T I O N L O O P B A R B A D O S B L V D W I ND SA 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 VE LN VE 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 EDIS O N S T FAIRFORD R D BL U E CLAY RD OL D B R I D G E S I T E R D PARME L E R D EGGERTAVE D E K KE R RD OR A N G E S T N O RT HCHASEPKWYW B R IN KMANDR D EERFIELD RD HOLLY SHELTER RD PARA M O U N T W A Y BL O S S O M S T N CO DR AP P L E R D ORVILLE WRIGHT WAY S EA HOLLY DR M C DOUGALDDR MILLHOUSERD NE RD MEMORY L N TAL L O A K S D R CHANDL E R DR C O N S T A B L E W A Y BI G F I E L D D R OAKLEY RD ¬«133 ¬«132 ¬«133 £¤117 §¨¦40 §¨¦140§¨¦140 §¨¦140 N E W HANOVERCO P ENDERCO 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 CowpenBr Lake Sutton NortheastCapeFearRiver LagoonCr BrunswickRiver C a p e F e a r R i v e r BurntMillCreek SmithCreek LakeSutton NortheastCapeFearRiver PrinceGe orgeCr Ne s s C r C a p e F e a r R i v e r Ton ysCr CowpenBr Ne s s C r FishingCr Ca r t w h e e l B r S m it h C r Sp ringBr North e a s t C a pe FearRiver Northeast C a p e F e a r River 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 st 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 235000mE 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 4WDSecondary Hwy Local Road Interstate Route State RouteUS RouteWX./ New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Soil Map 22 Custom Soil Resource Report Map—Hydrologic Soil Group 38 0 3 4 8 0 38 0 3 5 5 0 38 0 3 6 2 0 38 0 3 6 9 0 38 0 3 7 6 0 38 0 3 8 3 0 38 0 3 4 8 0 38 0 3 5 5 0 38 0 3 6 2 0 38 0 3 6 9 0 38 0 3 7 6 0 38 0 3 8 3 0 232320 232390 232460 232530 232600 232670 232740 232810 232880 232950 232320 232390 232460 232530 232600 232670 232740 232810 232880 232950 34° 20' 30'' N 77 ° 5 4 ' 3 5 ' ' W 34° 20' 30'' N 77 ° 5 4 ' 1 0 ' ' W 34° 20' 16'' N 77 ° 5 4 ' 3 5 ' ' W 34° 20' 16'' N 77 ° 5 4 ' 1 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:3,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: New Hanover County, North Carolina Survey Area Data: Version 25, Sep 13, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 8, 2022—Dec 1, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 23 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI JO Johnston soils A/D 2.6 7.3% Ke Kenansville fine sand, 0 to 3 percent slopes A 13.1 37.1% La Lakeland sand, 1 to 8 percent slopes A 7.1 20.1% Le Leon sand A/D 7.5 21.3% Se Seagate fine sand B 3.7 10.6% Wr Wrightsboro fine sandy loam, 0 to 2 percent slopes B 1.3 3.6% Totals for Area of Interest 35.3 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 24 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com FEMA FIRM Map National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone 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) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped 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 basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 12/18/2023 at 5:06 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. 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. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 77°54'44"W 34°20'38"N 77°54'6"W 34°20'9"N Basemap Imagery Source: USGS National Map 2023 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Section 3: Stormwater Calculations New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Pre/Post Calculations Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 1.259 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 5,033 cuft Drainage area = 2.220 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.80 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.190 x 98) + (0.580 x 30) + (0.370 x 39) + (1.080 x 77)] / 2.220 1 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 Q (cfs) Time (min) Pre Development Hyd. No. 1 -- 1 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 2 Post Development- Dry Pond Hydrograph type = SCS Runoff Peak discharge = 2.763 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,370 cuft Drainage area = 1.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.80 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.340 x 98) + (0.490 x 39) + (0.470 x 98) + (0.250 x 80)] / 1.550 2 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 Q (cfs) Time (min) Post Development- Dry Pond Hyd. No. 2 -- 1 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 3 Post Development - Bypass Hydrograph type = SCS Runoff Peak discharge = 1.025 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,214 cuft Drainage area = 0.750 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.80 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.160 x 98) + (0.230 x 39) + (0.010 x 98) + (0.060 x 77) + (0.290 x 80)] / 0.750 3 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 Q (cfs) Time (min) Post Development - Bypass Hyd. No. 3 -- 1 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 4 Dry Pond Hydrograph type = Reservoir Peak discharge = 0.131 cfs Storm frequency = 1 yrs Time to peak = 924 min Time interval = 2 min Hyd. volume = 8,273 cuft Inflow hyd. No. = 2 - Post Development- Dry PondMax. Elevation = 19.98 ft Reservoir name = Dry Pond Max. Storage = 5,631 cuft Storage Indication method used. 4 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Dry Pond Hyd. No. 4 -- 1 Year Hyd No. 4 Hyd No. 2 Total storage used = 5,631 cuft Pond Report 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Pond No. 1 - Dry Pond Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 18.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 18.00 1,616 0 0 1.00 19.00 2,863 2,210 2,210 2.00 20.00 4,172 3,497 5,706 2.50 20.50 4,849 2,253 7,959 3.00 21.00 5,539 2,595 10,554 4.00 22.00 6,962 6,236 16,791 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 15.00 1.00 0.00 0.00 Span (in)= 15.00 1.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 18.00 18.00 0.00 0.00 Length (ft)= 54.22 0.00 0.00 0.00 Slope (%)= 1.24 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 20.00 2.50 0.00 Crest El. (ft)= 20.50 21.00 19.94 0.00 Weir Coeff.= 3.33 2.60 3.33 3.33 Weir Type = 1 Broad Rect --- Multi-Stage = Yes No Yes No Exfil.(in/hr)= 0.000 (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). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 18.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.10 221 18.10 0.01 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.006 0.20 442 18.20 0.01 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.010 0.30 663 18.30 0.01 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.013 0.40 884 18.40 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.015 0.50 1,105 18.50 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.017 0.60 1,326 18.60 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.019 0.70 1,547 18.70 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.021 0.80 1,768 18.80 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.023 0.90 1,989 18.90 0.03 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.024 1.00 2,210 19.00 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.025 1.10 2,559 19.10 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.027 1.20 2,909 19.20 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.028 1.30 3,259 19.30 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.029 1.40 3,608 19.40 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.030 1.50 3,958 19.50 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.031 1.60 4,308 19.60 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.032 1.70 4,657 19.70 0.03 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.033 1.80 5,007 19.80 0.04 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.034 1.90 5,357 19.90 0.04 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.035 2.00 5,706 20.00 0.16 ic 0.04 ic --- --- 0.00 0.00 0.12 --- --- --- 0.158 2.05 5,932 20.05 0.35 ic 0.04 ic --- --- 0.00 0.00 0.30 --- --- --- 0.339 2.10 6,157 20.10 0.59 ic 0.03 ic --- --- 0.00 0.00 0.53 --- --- --- 0.568 2.15 6,382 20.15 0.84 ic 0.03 ic --- --- 0.00 0.00 0.80 --- --- --- 0.836 2.20 6,608 20.20 1.16 ic 0.03 ic --- --- 0.00 0.00 1.10 --- --- --- 1.138 2.25 6,833 20.25 1.47 ic 0.03 ic --- --- 0.00 0.00 1.44 --- --- --- 1.471 2.30 7,058 20.30 1.83 ic 0.03 ic --- --- 0.00 0.00 1.80 --- --- --- 1.832 2.35 7,283 20.35 2.22 ic 0.03 ic --- --- 0.00 0.00 2.19 --- --- --- 2.219 2.40 7,509 20.40 2.66 ic 0.03 ic --- --- 0.00 0.00 2.60 --- --- --- 2.630 2.45 7,734 20.45 3.09 ic 0.03 ic --- --- 0.00 0.00 3.03 --- --- --- 3.065 2.50 7,959 20.50 3.53 ic 0.03 ic --- --- 0.00 0.00 3.49 --- --- --- 3.521 2.55 8,219 20.55 4.59 ic 0.03 ic --- --- 0.60 0.00 3.97 --- --- --- 4.592 2.60 8,478 20.60 6.17 ic 0.02 ic --- --- 1.68 0.00 4.46 --- --- --- 6.173 2.65 8,738 20.65 7.51 ic 0.02 ic --- --- 3.10 0.00 4.40 s ------ --- 7.510 2.70 8,997 20.70 8.16 ic 0.01 ic --- --- 4.64 s 0.00 3.51 s --- --- --- 8.161 2.75 9,257 20.75 8.41 ic 0.01 ic --- --- 5.25 s 0.00 3.14 s --- --- --- 8.405 2.80 9,516 20.80 8.57 ic 0.01 ic --- --- 5.66 s 0.00 2.91 s --- --- --- 8.574 Continues on next page... 6 Dry Pond Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.85 9,776 20.85 8.71 ic 0.01 ic --- --- 5.97 s 0.00 2.73 s --- --- --- 8.713 2.90 10,035 20.90 8.84 ic 0.01 ic --- --- 6.23 s 0.00 2.60 s --- --- --- 8.834 2.95 10,295 20.95 8.95 ic 0.00 ic --- --- 6.45 s 0.00 2.49 s --- --- --- 8.945 3.00 10,554 21.00 9.06 ic 0.00 ic --- --- 6.64 s 0.00 2.41 s --- --- --- 9.054 3.10 11,178 21.10 9.27 ic 0.00 ic --- --- 6.98 s 1.64 2.28 s --- --- --- 10.90 3.20 11,801 21.20 9.46 ic 0.00 ic --- --- 7.26 s 4.65 2.19 s --- --- --- 14.10 3.30 12,425 21.30 9.65 ic 0.00 ic --- --- 7.49 s 8.54 2.12 s --- --- --- 18.15 3.40 13,049 21.40 9.83 ic 0.00 ic --- --- 7.73 s 13.16 2.07 s --- --- --- 22.95 3.50 13,672 21.50 10.01 ic 0.00 ic --- --- 7.91 s 18.38 2.03 s --- --- --- 28.33 3.60 14,296 21.60 10.18 ic 0.00 ic --- --- 8.11 s 24.17 2.01 s --- --- --- 34.28 3.70 14,920 21.70 10.36 ic 0.00 ic --- --- 8.26 s 30.45 1.98 s --- --- --- 40.70 3.80 15,543 21.80 10.52 ic 0.00 ic --- --- 8.45 s 37.21 1.97 s --- --- --- 47.63 3.90 16,167 21.90 10.69 ic 0.00 ic --- --- 8.61 s 44.40 1.96 s --- --- --- 54.96 4.00 16,791 22.00 10.85 ic 0.00 ic --- --- 8.78 s 52.00 1.95 s --- --- --- 62.74 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 5 Post Development- Combined Hydrograph type = Combine Peak discharge = 1.049 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 11,487 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.750 ac 7 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Development- Combined Hyd. No. 5 -- 1 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 2.352 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,158 cuft Drainage area = 2.220 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.61 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.190 x 98) + (0.580 x 30) + (0.370 x 39) + (1.080 x 77)] / 2.220 8 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 Q (cfs) Time (min) Pre Development Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 2 Post Development- Dry Pond Hydrograph type = SCS Runoff Peak discharge = 3.903 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 11,699 cuft Drainage area = 1.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.61 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.340 x 98) + (0.490 x 39) + (0.470 x 98) + (0.250 x 80)] / 1.550 9 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) Post Development- Dry Pond Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 3 Post Development - Bypass Hydrograph type = SCS Runoff Peak discharge = 1.530 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 4,662 cuft Drainage area = 0.750 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.61 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.160 x 98) + (0.230 x 39) + (0.010 x 98) + (0.060 x 77) + (0.290 x 80)] / 0.750 10 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 Q (cfs) Time (min) Post Development - Bypass Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 4 Dry Pond Hydrograph type = Reservoir Peak discharge = 0.446 cfs Storm frequency = 2 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 11,600 cuft Inflow hyd. No. = 2 - Post Development- Dry PondMax. Elevation = 20.07 ft Reservoir name = Dry Pond Max. Storage = 6,037 cuft Storage Indication method used. 11 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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) Dry Pond Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 2 Total storage used = 6,037 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 5 Post Development- Combined Hydrograph type = Combine Peak discharge = 1.558 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 16,261 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.750 ac 12 0 480 960 1440 1920 2400 2880 3360 3840 4320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Development- Combined Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 6.698 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 20,530 cuft Drainage area = 2.220 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.16 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.190 x 98) + (0.580 x 30) + (0.370 x 39) + (1.080 x 77)] / 2.220 13 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 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) Pre Development Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 2 Post Development- Dry Pond Hydrograph type = SCS Runoff Peak discharge = 7.734 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 23,210 cuft Drainage area = 1.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.16 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.340 x 98) + (0.490 x 39) + (0.470 x 98) + (0.250 x 80)] / 1.550 14 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Post Development- Dry Pond Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 3 Post Development - Bypass Hydrograph type = SCS Runoff Peak discharge = 3.295 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 9,848 cuft Drainage area = 0.750 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.16 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.160 x 98) + (0.230 x 39) + (0.010 x 98) + (0.060 x 77) + (0.290 x 80)] / 0.750 15 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) Post Development - Bypass Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 4 Dry Pond Hydrograph type = Reservoir Peak discharge = 4.458 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 23,105 cuft Inflow hyd. No. = 2 - Post Development- Dry PondMax. Elevation = 20.54 ft Reservoir name = Dry Pond Max. Storage = 8,186 cuft Storage Indication method used. 16 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Dry Pond Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 2 Total storage used = 8,186 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 5 Post Development- Combined Hydrograph type = Combine Peak discharge = 6.525 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 32,954 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.750 ac 17 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 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) Post Development- Combined Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 10.30 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 30,981 cuft Drainage area = 2.220 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.190 x 98) + (0.580 x 30) + (0.370 x 39) + (1.080 x 77)] / 2.220 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Pre Development Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 2 Post Development- Dry Pond Hydrograph type = SCS Runoff Peak discharge = 10.58 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 32,048 cuft Drainage area = 1.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.340 x 98) + (0.490 x 39) + (0.470 x 98) + (0.250 x 80)] / 1.550 19 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 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) Post Development- Dry Pond Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 3 Post Development - Bypass Hydrograph type = SCS Runoff Peak discharge = 4.647 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 13,932 cuft Drainage area = 0.750 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.160 x 98) + (0.230 x 39) + (0.010 x 98) + (0.060 x 77) + (0.290 x 80)] / 0.750 20 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 5.00 5.00 Q (cfs) Time (min) Post Development - Bypass Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 4 Dry Pond Hydrograph type = Reservoir Peak discharge = 8.265 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 31,942 cuft Inflow hyd. No. = 2 - Post Development- Dry PondMax. Elevation = 20.72 ft Reservoir name = Dry Pond Max. Storage = 9,108 cuft Storage Indication method used. 21 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Dry Pond Hyd. No. 4 -- 25 Year Hyd No. 4 Hyd No. 2 Total storage used = 9,108 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 5 Post Development- Combined Hydrograph type = Combine Peak discharge = 12.44 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 45,874 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.750 ac 22 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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 14.00 14.00 Q (cfs) Time (min) Post Development- Combined Hyd. No. 5 -- 25 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 17.67 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 52,826 cuft Drainage area = 2.220 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.190 x 98) + (0.580 x 30) + (0.370 x 39) + (1.080 x 77)] / 2.220 23 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Pre Development Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 2 Post Development- Dry Pond Hydrograph type = SCS Runoff Peak discharge = 16.02 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 49,447 cuft Drainage area = 1.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.340 x 98) + (0.490 x 39) + (0.470 x 98) + (0.250 x 80)] / 1.550 24 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 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) Post Development- Dry Pond Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 3 Post Development - Bypass Hydrograph type = SCS Runoff Peak discharge = 7.268 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 22,095 cuft Drainage area = 0.750 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.160 x 98) + (0.230 x 39) + (0.010 x 98) + (0.060 x 77) + (0.290 x 80)] / 0.750 25 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 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) Post Development - Bypass Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 4 Dry Pond Hydrograph type = Reservoir Peak discharge = 11.44 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 49,338 cuft Inflow hyd. No. = 2 - Post Development- Dry PondMax. Elevation = 21.12 ft Reservoir name = Dry Pond Max. Storage = 11,283 cuft Storage Indication method used. 26 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Dry Pond Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 2 Total storage used = 11,283 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 5 Post Development- Combined Hydrograph type = Combine Peak discharge = 17.09 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 71,433 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.750 ac 27 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Post Development- Combined Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 17.67 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 52,826 cuft Drainage area = 2.220 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.190 x 98) + (0.580 x 30) + (0.370 x 39) + (1.080 x 77)] / 2.220 1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Pre Development Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 2 Post Development- Dry Pond Hydrograph type = SCS Runoff Peak discharge = 16.02 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 49,447 cuft Drainage area = 1.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.340 x 98) + (0.490 x 39) + (0.470 x 98) + (0.250 x 80)] / 1.550 2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 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) Post Development- Dry Pond Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 3 Post Development - Bypass Hydrograph type = SCS Runoff Peak discharge = 7.268 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 22,095 cuft Drainage area = 0.750 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.160 x 98) + (0.230 x 39) + (0.010 x 98) + (0.060 x 77) + (0.290 x 80)] / 0.750 3 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 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) Post Development - Bypass Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 4 Dry Pond Hydrograph type = Reservoir Peak discharge = 14.85 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 38,893 cuft Inflow hyd. No. = 2 - Post Development- Dry PondMax. Elevation = 21.43 ft Reservoir name = Dry Pond Max. Storage = 13,250 cuft Storage Indication method used. 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Dry Pond Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 2 Total storage used = 13,250 cuft Pond Report 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Pond No. 1 - Dry Pond Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 18.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 18.00 1,616 0 0 1.00 19.00 2,863 2,210 2,210 2.00 20.00 4,172 3,497 5,706 2.50 20.50 4,849 2,253 7,959 3.00 21.00 5,539 2,595 10,554 4.00 22.00 6,962 6,236 16,791 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)Inactive Inactive 0.00 0.00 Span (in)= 15.00 1.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 18.00 18.00 0.00 0.00 Length (ft)= 54.22 0.00 0.00 0.00 Slope (%)= 1.24 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)Inactive 20.00 Inactive 0.00 Crest El. (ft)= 20.50 21.00 19.94 0.00 Weir Coeff.= 3.33 2.60 3.33 3.33 Weir Type = 1 Broad Rect --- Multi-Stage = Yes No Yes No Exfil.(in/hr)= 0.000 (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). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 18.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.10 221 18.10 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.20 442 18.20 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.30 663 18.30 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.40 884 18.40 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.50 1,105 18.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.60 1,326 18.60 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.70 1,547 18.70 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.80 1,768 18.80 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.90 1,989 18.90 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.00 2,210 19.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.10 2,559 19.10 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.20 2,909 19.20 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.30 3,259 19.30 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.40 3,608 19.40 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.50 3,958 19.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.60 4,308 19.60 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.70 4,657 19.70 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.80 5,007 19.80 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 1.90 5,357 19.90 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.00 5,706 20.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.05 5,932 20.05 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.10 6,157 20.10 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.15 6,382 20.15 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.20 6,608 20.20 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.25 6,833 20.25 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.30 7,058 20.30 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.35 7,283 20.35 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.40 7,509 20.40 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.45 7,734 20.45 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.50 7,959 20.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.55 8,219 20.55 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.60 8,478 20.60 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.65 8,738 20.65 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.70 8,997 20.70 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.75 9,257 20.75 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.80 9,516 20.80 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 Continues on next page... 6 Dry Pond Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.85 9,776 20.85 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.90 10,035 20.90 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 2.95 10,295 20.95 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 3.00 10,554 21.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 3.10 11,178 21.10 0.00 0.00 --- --- 0.00 1.64 0.00 --- --- --- 1.644 3.20 11,801 21.20 0.00 0.00 --- --- 0.00 4.65 0.00 --- --- --- 4.651 3.30 12,425 21.30 0.00 0.00 --- --- 0.00 8.54 0.00 --- --- --- 8.544 3.40 13,049 21.40 0.00 0.00 --- --- 0.00 13.16 0.00 --- --- ---13.16 3.50 13,672 21.50 0.00 0.00 --- --- 0.00 18.38 0.00 --- --- ---18.38 3.60 14,296 21.60 0.00 0.00 --- --- 0.00 24.17 0.00 --- --- ---24.17 3.70 14,920 21.70 0.00 0.00 --- --- 0.00 30.45 0.00 --- --- ---30.45 3.80 15,543 21.80 0.00 0.00 --- --- 0.00 37.21 0.00 --- --- ---37.21 3.90 16,167 21.90 0.00 0.00 --- --- 0.00 44.40 0.00 --- --- ---44.40 4.00 16,791 22.00 0.00 0.00 --- --- 0.00 52.00 0.00 --- --- ---52.00 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 11 / 2024 Hyd. No. 5 Post Development- Combined Hydrograph type = Combine Peak discharge = 21.44 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 60,988 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.750 ac 7 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Post Development- Combined Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Dry Detention Pond Calculations Jake Glas Site Information 1.55 Acres 0.81 Acres 52.26 % 1.50 inch 0.52 1.55 Acres 0.10 Ac-ft 4391 Cu-ft 25% Add. Volume for Sed. Storage 5489 Cu-ft 18.00 1,616 0.00 0 19.00 2,863 1.00 2,240 19.94 4,087 1.94 5,489 20.00 4,172 2.00 5,757 20.50 4,849 2.50 8,012 21.00 5,539 3.00 10,609 22.00 6,962 4.00 16,860 5489 Cu-ft 5489 Cu-ft OK 1.94 ft 1.00 inches 0.63 ft 0.02 cfs 5489 Cu-ft 3.05 Days OK ~15.7 ft 17.75 ft 18.00 ft 19.94 ft 20.50 ft 21.00 ft 22.00 ft 19.98 ft 20.07 ft 20.54 ft 20.72 ft 21.12 ft 2-Yr Storm Stage Required Water Quality Volume 100-Yr Storm Stage Temporary Pool / Control Weir Elevation Top of Control Structure Elevation Seasonal High Water Elevation Emergency Spillway Elevation Top of Pond / Embankement Elevation Bottom / Drawdown Outlet Elevation Small Permanent Pool Bottom Elevation 1-Yr Storm Stage 10-Yr Storm Stage 25-Yr Storm Stage (Minimum Volume Required at Bottom of Proposed Control Weir Spillway) (If Min. Volume Required is greater than 20,000 Cu-ft: Forebay is Required) PROVIDED WATER QUALITY VOLUME Forebay Required?FOREBAY NOT REQ. DRY BASIN ELEVATIONS 6,251 Top Of Dam Required Water Quality Volume = Provided Water Quality Volume = (Cumulative Volume between Temporary Pool & Bottom Elevation) (Required Storage Volume for Water Quality) Design Volume Ponding Depth = (Distance from water quality drawdown orifice to the Temporary Pool Elev) Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume (Bottom Elevation / Water Quality Drawdown Orifice)0 2,240 268 2,255 2,597 Top of Riser (Temporary Pool) Emergency Spillway Elevation NotesContour Area (sf)Elevation Incremental Volume (cf) Cumulative Volume (cf)Depth (ft) 3,250 Water Quality Volume = Required Water Quality Volume =(Required Storage Volume for Water Quality) Design Storm (P) = RV Value (RV) Drainage Area (A) = (Drainage Area to Dry Pond - Including Dry Pond) NOTES & FORMULAS Drainage Area (A) = Impervious Area = Percent Impervious = Dry Pond Project Name Project Number 56400 Castle Hayne Fire Station Calculated By Provided Water Quality Volume (Orifice Equation; Cd=0.60 & h=h/3; Pg 3-13 BMP Manual) Drawdown Time Drawdown Time = Provided Water Quality Volume / (Q1" x 86,400) Orifice Diameter Water Quality Orifice to Drain Temporary Pool Driving Head to Centroid of Orifice Driving Head (h/3) Distance to Centroid of Orifice Q1.0" Drawdown Rate Q1" = CdA(2gh)1/2 LATEST REVISION: 6/11/2024 3:26 PM Control Structure Name Control Structure Calculated By Jake Glas 5.00 ft 5.00 ft 0.5 ft 20.50 ft 18.00 ft 1.5 ft 4.00 ft 60.00 Cu-ft 0.00 ft^2 0.00 ft^2 0.00 ft^2 0.00 Cu-ft 15.00 inches 0.61 Cu-ft 100 Cu-ft 6240 lbs 1.15 FS 7176 lbs 9000 lbs 0 lbs 91.9921875 lbs 8908.007813 lbs (1.5' minumum. Engineer to ensure base is deeper than toe of slope) (Top of Riser Elevation - Invert Out of Outlet Pipe - Base Height) (Obtained from Hydrographs) (Obtained from Hydrographs) (Obtained from Hydrographs) AREA OF CONTROL STRUCTURE WEIRS Volume of Riser and Base (Vr) Total Weight > Displaced Water Weight?OK Void Volume of Pipe (Vp) DISPLACED VOLUME OF WATER Volume of Displaced Water (Vwat) Weight of Displaced Water Factor of Safety Resultant Weight of Displaced Water Weight of Concrete Riser Void Weight of Weirs Void Weight of Pipes Total Weight of Control Structure AREA OF OUTLET PIPE Outlet Pipe Diameter Void Volume of Weirs (Vw) (Weight of Concrete Riser - Void Weight of Weirs - Void Weight of Pipes) (Weight = Volume (Vwat) * unit weight of water 62.4 lbs/ft^3) Factor (Control Structure Length (L) * Width (W) * Height (H)) If Total Weight < Water Weight (Increase Base Height / Increase Wall Thickness) (Weight = Volume (Vr) * unit weight of concrete 150 lbs/ft^3) (Void Weight = Volume (Vw) * unit weight of concrete 150 lbs/ft^3) (Void Weight = Volume (Vp) * unit weight of concrete 150 lbs/ft^3) TOTAL WEIGHT OF THE CONTROL STRUCTURE Area of Weir 1 Area of Weir 3 DIMENSIONS OF CONTROL STRUCTURE NOTES & FORMULAS Width of the Riser Exterior (W) Top of Riser Elevation Invert Out of Outlet Pipe (Typically 6" (0.5 ft) to 8" (0.67 ft) thickness) (Obtained from Hydrographs) (Obtained from Hydrographs) Area of Weir 2 (Obtained from Hydrographs) Length of the Riser Exterior (L) Concrete / Non-shrink Grout Base Height Height of Resultant Riser (H) = Wall Thickness of the Riser (WT) Project Name #SPILL! Project Number #SPILL! ANTI-BOUYANCY CALCULATIONS LATEST REVISION: 6/11/2024 3:26 PM New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Drainage Area Calculations Project: Castle Hayne Fire Station Project No.: 56400 Calculated By: J Glas Date:6/10/2024 Curve Number Value - Pre-Development CN Ai (Ac)CNi x Ai 98.00 0.19 18.87 30.00 0.58 17.45 39.00 0.37 14.26 77.00 1.08 83.43 80.00 0.00 0.00 2.22 134.017011 ∑ (CNi x Ai) ∑ Ai ` TIMMONS GROUP Pre Development CN = = 60 Category Impervious (HSG A) Woods (HSG D) Open Space/lawn- good condition (HSG D) Woods (HSG A) Open Space/lawn- good condition (HSG A) Project: Castle Hayne Fire Station Project No.: 56400 Calculated By: J Glas 6/10/2024 Curve Number Value - Post-Development CN Ai (Ac)CNi x Ai 98.00 0.34 33.45 39.00 0.49 18.99 98.00 0.47 45.91 80.00 0.25 20.34 1.55 118.68 ∑ (CNi x Ai) ∑ Ai CN Ai (Ac)CNi x Ai 98.00 0.16 15.77 39.00 0.23 8.78 98.00 0.01 0.95 77.00 0.06 4.47 80.00 0.29 23.45 0.75 53.42 ∑ (CNi x Ai) ∑ Ai Open Space/lawn- good condition (HSG A) Open Space/lawn- good condition (HSG A) Impervious (HSG D) Open Space/lawn- good condition (HSG D) CN = = 76 CN = = TIMMONS GROUP Post Development - Dry Pond Category Impervious (HSG A) Impervious (HSG D) 71 Post Development - Bypass Category Impervious (HSG A) Woods (HSG D) Open Space/lawn- good condition (HSG D) New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com HGL Calculations Project: Castle Hayne Fire Station Project No.: 56400 Calculated by Jake Glas 6/11/2024 Rational C Value - Post-Development- 10 year (Frequency Factor= 1.0) C Value Ai (Ac)CNi x Ai 0.95 0.23 0.22 0.20 0.04 0.01 0.95 0.06 0.06 0.30 0.04 0.01 0.38 0.30 ∑ (Ci x Ai) ∑ Ai C Value Ai (Ac)CNi x Ai 0.95 0.10 0.09 0.10 0.00 0.00 0.30 0.02 0.00 0.11 0.10 ∑ (Ci x Ai) ∑ Ai C Value Ai (Ac)CNi x Ai 0.95 0.23 0.21 0.10 0.00 0.00 0.30 0.04 0.01 0.26 0.22 ∑ (Ci x Ai) ∑ Ai C Value Ai (Ac)CNi x Ai 0.95 0.08 0.08 0.10 0.00 0.00 0.20 0.27 0.05 0.35 0.13 ∑ (Ci x Ai) ∑ Ai C Value Ai (Ac)CNi x Ai 0.95 0.03 0.03 0.10 0.00 0.00 0.20 0.12 0.02 0.15 0.05 ∑ (Ci x Ai) ∑ Ai Cc = = 0.35 Driveway Culvert Open Space/lawn- good condition (HSG A) Category Impervious Woods Open Space/lawn- good condition DA - CB 3 =Cc = 0.38 Impervious Woods Open Space/lawn- good condition TIMMONS GROUP DA - CB 1 Category Impervious (HSG A) Impervious (HSG D) = Open Space/lawn- good condition (HSG D) Cc = = 0.79 DA - CB 2 Category Category Category DA - DI 1 Impervious Woods Open Space/lawn- good condition Impervious Woods Open Space/lawn- good condition Cc = = 0.86 Cc = 0.86 Project: Castle Hayne Fire Station Project No.: 56400 Calculated by Jake Glas 6/11/2024 Rational C Value - Post-Development- 25 year (Frequency Factor= 1.1) C Value C-Value w/ Cf of 1.1 Ai (Ac)CNi x Ai 0.95 1.00 0.23 0.23 0.20 0.22 0.04 0.01 0.95 1.00 0.06 0.06 0.30 0.33 0.04 0.01 0.38 0.32 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.1 Ai (Ac)CNi x Ai 0.95 1.00 0.10 0.10 0.10 0.11 0.00 0.00 0.30 0.33 0.02 0.01 0.11 0.10 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.1 Ai (Ac)CNi x Ai 0.95 1.00 0.23 0.23 0.10 0.11 0.00 0.00 0.30 0.33 0.04 0.01 0.26 0.24 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.1 Ai (Ac)CNi x Ai 0.95 1.00 0.08 0.08 0.10 0.11 0.00 0.00 0.20 0.22 0.27 0.06 0.35 0.14 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.1 Ai (Ac)CNi x Ai 0.95 1.00 0.03 0.03 0.10 0.13 0.00 0.00 0.20 0.25 0.12 0.03 0.15 0.06 ∑ (Ci x Ai) ∑ Ai Cc = = 0.40 Open Space/lawn- good condition (HSG A) Driveway Culvert Category Impervious Woods Open Space/lawn- good condition Cc = = 0.40 Category Impervious Woods Open Space/lawn- good condition Cc = = 0.90 DA - DI 1 Category Impervious Woods Open Space/lawn- good condition Cc = = 0.91 Open Space/lawn- good condition (HSG D) TIMMONS GROUP DA - CB 1 Category Impervious (HSG A) Impervious (HSG D) Impervious Woods Open Space/lawn- good condition DA - CB 3 Cc = = 0.83 DA - CB 2 Category Project: Castle Hayne Fire Station Project No.: 56400 Calculated by Jake Glas 6/11/2024 Rational C Value - Post-Development- 100 year (Frequency Factor= 1.25) C Value C-Value w/ Cf of 1.25 Ai (Ac)CNi x Ai 0.95 1.00 0.23 0.23 0.20 0.25 0.04 0.01 0.95 1.00 0.06 0.06 0.30 0.38 0.04 0.02 0.38 0.32 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.25 Ai (Ac)CNi x Ai 0.95 1.00 0.10 0.10 0.10 0.13 0.00 0.00 0.30 0.38 0.02 0.01 0.11 0.10 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.25 Ai (Ac)CNi x Ai 0.95 1.00 0.23 0.23 0.10 0.13 0.00 0.00 0.30 0.38 0.04 0.01 0.26 0.24 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.25 Ai (Ac)CNi x Ai 0.95 1.00 0.08 0.08 0.10 0.13 0.00 0.00 0.20 0.25 0.27 0.07 0.35 0.15 ∑ (Ci x Ai) ∑ Ai C Value C-Value w/ Cf of 1.25 Ai (Ac)CNi x Ai 0.95 1.00 0.03 0.03 0.10 0.13 0.00 0.00 0.20 0.25 0.12 0.03 0.15 0.06 ∑ (Ci x Ai) ∑ Ai Open Space/lawn- good condition Cc = = 0.40 Open Space/lawn- good condition (HSG D) Driveway Culvert Category Impervious Woods DA - CB 3 Cc = = 0.84 DA - CB 2 Category Impervious TIMMONS GROUP DA - CB 1 Category Impervious (HSG A) Impervious (HSG D) Open Space/lawn- good condition (HSG A) Woods Open Space/lawn- good condition Cc = = 0.92 Cc = = 0.43 Category Impervious Woods Open Space/lawn- good condition Cc = = 0.91 DA - DI 1 Category Impervious Woods Open Space/lawn- good condition New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Rip Rap Calculations OUTLET PROTECTION DATE DESIGN PROJECT NAME PROJECT NO OCS LOCATION BY Onslow County, NC JG Rip Rap Energy Dissipator RR-SKIMMER Pipe Diameter:4.00 in Upper Invert:18.00 Lower Invert:17.45 Pipe Length:37.27 ft *Discharge from Storm Sewers Pipe Slope:1.48% Discharge: 0.00 cfs Pipe Material:RCP Q25 =0.00 cfs Q25/Qfull =0.00 Qfull = 0.23 cfs V/Vfull = 0.00 Vfull = 2.65 fps V = 0.00 fps Dissipator Dimensions * Zone = 1 Stone Filling Class = A Entry Width ( 3 X D0 ) = 1.0 ft Length ( 6 X D0 ) = 2.0 ft Width (La + D0) = 2.3 ft Min. Thickness = 12 inches Stone Diameter (D50)= 3 inches 1.0 2.3 * All units are in feet ** Dissipator pad designed for full flow of pipe 6/11/2024 59293 2.0 Rip Rap Calcs 6/11/2024 Page 1 of 6 OUTLET PROTECTION DATE DESIGN PROJECT NAME PROJECT NO Castle Hayne Fire Station LOCATION BY New Hanover County, NC JG Rip Rap Energy Dissipator RR-1 Pipe Diameter:18.00 in Upper Invert:18.34 Lower Invert:18.00 Pipe Length:55.84 ft *Discharge from Storm Sewers Pipe Slope:0.61% Discharge: 6.22 cfs Pipe Material:RCP Q25 =6.22 cfs Q25/Qfull =0.76 Qfull = 8.21 cfs V/Vfull = 1.10 Vfull = 4.65 fps V = 5.10 fps Dissipator Dimensions * Zone = 1 Stone Filling Class = A Entry Width ( 3 X D0 ) = 4.5 ft Length ( 6 X D0 ) = 9.0 ft Width (La + D0) = 10.5 ft Min. Thickness = 12 inches Stone Diameter (D50)= 3 inches 4.5 10.5 * All units are in feet ** Dissipator pad designed for full flow of pipe 6/11/2024 56400 9.0 Rip Rap Calcs 6/11/2024 Page 2 of 6 OUTLET PROTECTION DATE DESIGN PROJECT NAME PROJECT NO Castle Hayne Fire Station LOCATION BY New Hanover County, NC JG Rip Rap Energy Dissipator RR-2 Pipe Diameter:15.00 in Upper Invert:19.00 Lower Invert:18.00 Pipe Length:82.64 ft *Discharge from Storm Sewers Pipe Slope:1.21% Discharge: 1.28 cfs Pipe Material:RCP Q25 =1.28 cfs Q25/Qfull =0.18 Qfull = 7.12 cfs V/Vfull = 0.75 Vfull = 5.80 fps V = 4.36 fps Dissipator Dimensions * Zone = 1 Stone Filling Class = A Entry Width ( 3 X D0 ) = 3.8 ft Length ( 6 X D0 ) = 7.5 ft Width (La + D0) = 8.8 ft Min. Thickness = 12 inches Stone Diameter (D50)= 3 inches 3.8 8.8 * All units are in feet ** Dissipator pad designed for full flow of pipe 6/11/2024 56400 7.5 Rip Rap Calcs 6/11/2024 Page 3 of 6 OUTLET PROTECTION DATE DESIGN PROJECT NAME PROJECT NO Castle Hayne Fire Station LOCATION BY New Hanover County, NC JG Rip Rap Energy Dissipator RR-3 Pipe Diameter:15.00 in Upper Invert:18.00 Lower Invert:17.33 Pipe Length:54.22 ft *Discharge from Storm Sewers Pipe Slope:1.24% Discharge: 0.04 cfs Pipe Material:RCP Q25 =0.04 cfs Q25/Qfull =0.00 Qfull = 7.19 cfs V/Vfull = 0.00 Vfull = 5.86 fps V = 0.00 fps Dissipator Dimensions * Zone = 1 Stone Filling Class = A Entry Width ( 3 X D0 ) = 3.8 ft Length ( 6 X D0 ) = 7.5 ft Width (La + D0) = 8.8 ft Min. Thickness = 12 inches Stone Diameter (D50)= 3 inches 3.8 8.8 * All units are in feet ** Dissipator pad designed for full flow of pipe 6/11/2024 56400 7.5 Rip Rap Calcs 6/11/2024 Page 4 of 6 OUTLET PROTECTION DATE DESIGN PROJECT NAME PROJECT NO Castle Hayne Fire Station LOCATION BY New Hanover County, NC JG Rip Rap Energy Dissipator RR-4 Pipe Diameter:8.00 in Upper Invert:17.38 Lower Invert:17.17 Pipe Length:42.97 ft *Discharge from Storm Sewers Pipe Slope:0.49% Discharge: 0.04 cfs Pipe Material:PVC Q25 =0.04 cfs Q25/Qfull =0.04 Qfull = 0.85 cfs V/Vfull = 0.42 Vfull = 2.42 fps V = 1.03 fps Dissipator Dimensions * Zone = 1 Stone Filling Class = A Entry Width ( 3 X D0 ) = 2.0 ft Length ( 6 X D0 ) = 4.0 ft Width (La + D0) = 4.7 ft Min. Thickness = 12 inches Stone Diameter (D50)= 3 inches 2.0 4.7 * All units are in feet ** Dissipator pad designed for full flow of pipe 6/11/2024 56400 4.0 Rip Rap Calcs 6/11/2024 Page 5 of 6 OUTLET PROTECTION DATE DESIGN PROJECT NAME PROJECT NO Castle Hayne Fire Station LOCATION BY New Hanover County, NC JG Rip Rap Energy Dissipator RR-5 Pipe Diameter:10.00 in Upper Invert:21.00 Lower Invert:20.00 Pipe Length:62.51 ft *Discharge from Storm Sewers Pipe Slope:1.60% Discharge: cfs Pipe Material:HDPE Q25 =0.00 cfs Q25/Qfull =0.00 Qfull = 2.78 cfs V/Vfull = 0.00 Vfull = 5.09 fps V = 0.00 fps Dissipator Dimensions * Zone = 1 Stone Filling Class = A Entry Width ( 3 X D0 ) = 2.5 ft Length ( 6 X D0 ) = 5.0 ft Width (La + D0) = 5.8 ft Min. Thickness = 12 inches Stone Diameter (D50)= 3 inches 2.5 5.8 * All units are in feet ** Dissipator pad designed for full flow of pipe 5.0 6/11/2024 56400 Rip Rap Calcs 6/11/2024 Page 6 of 6 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Culvert Calculation Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jun 11 2024 Driveway culvert Invert Elev Dn (ft) = 20.00 Pipe Length (ft) = 54.50 Slope (%) = 1.83 Invert Elev Up (ft) = 21.00 Rise (in) = 10.0 Shape = Circular Span (in) = 10.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Culvert Culvert Entrance = Smooth tapered inlet throat Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2 Embankment Top Elevation (ft) = 23.34 Top Width (ft) = 47.85 Crest Width (ft) = 0.00 Calculations Qmin (cfs) = 0.49 Qmax (cfs) = 0.74 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 0.49 Qpipe (cfs) = 0.49 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 1.23 Veloc Up (ft/s) = 2.70 HGL Dn (ft) = 20.57 HGL Up (ft) = 21.31 Hw Elev (ft) = 21.44 Hw/D (ft) = 0.53 Flow Regime = Inlet Control New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Open Channel Calculation LINED CHANNEL DATE DESIGN PHASE DESIGN SD / / PROJECT NAME PROJECT NO DD / / Castle Hayne Fire Station CD / / LOCATION BY REV / / Castle Hayne, NC SC OTHER / / CHECKED BY (SPECIFY) Channel No:Channel C (Ph III)- Southern Ditch Drainage Area:2.05 ac Sta from: 19 Design Fequency: 10.00 yrs Sta to: 17.1 Time of Conc: 5.00 min Section Length: 360.37 ft Intensity: 9.61 in/hr Section Slope: 0.53 % Runoff Coeff: 0.36 Ret Class:C Discharge:7.09 cfs Permissible Velocity: 5.00 fps Allowable Depth:2.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 7.09 cfs flow by Rational Method n = 0.03 Grass Manning's Coefficient (dimensionless) S = 0.0053 ft/ft longitudinal slope (ft of fall per ft of run) Zreq =1.97 quantity to equate to Zav M = 3 :1 side slope of channel (ft of run : 1 ft of rise) NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 1 1.50 8.25 10.49 0.79 7.03 deep B = bottom width of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 1.50 ft Depth O.K. Velocity= 0.86 fps Vel. O.K. SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 0.49 lb/sq-ft FINAL CHANNEL LINING DIMENSIONS B = 1 ft side slopes, M =3 :1 D = 2.0 ft top width, W =13.0 ft Permanent Channel Lining:Grass (REF: Malcom, 1991) 6/11/2024 56400 PERMANENT LINING - Permissible Velocity and Capacity Page 1 LINED CHANNEL DATE DESIGN PHASE DESIGN 45454 SD / / PROJECT NAME PROJECT NO DD / / Castle Hayne Fire Station 56400 CD / / LOCATION BY REV / / Castle Hayne, NC SC OTHER / / CHECKED BY (SPECIFY) Channel No:Channel C (Ph III)- Southern Ditch Drainage Area:2.05 ac Sta from: 19 Design Fequency: 10 yrs Sta to: 17.1 Time of Conc: 5 min Section Length:360.37 ft Intensity:9.61 in/hr Section Slope: 0.53% % Runoff Coeff:0.36 Lining Type: Straw w/ Net Discharge: 7.09 cfs Permissible Shear: 1.45 lb/sf Channel Depth: 1.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 7.09 cfs flow by Rational Method n = 0.033 Manning's Coefficient (dimensionless) S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run) Zreq =2.163 quantity to equate to Zav M = 3 :1 side slope of channel (ft of run : 1 ft of rise) NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 1 1.50 8.25 10.49 0.79 7.031 deep B = bottom width of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 1.50 ft Velocity= 0.86 fps SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 0.49 lb/sq-ft Temp Liner O.K. FINAL CHANNEL LINING DIMENSIONS B = ft side slopes, M =3 :1 D = 1 ft top width, W =6.0 ft Line Channel with:Straw w/ Net (REF: Malcom, 1991) TEMPORARY LINING - Permissible Shear Page 2 PROJECT NAME Castle Hayne Fire Station CALCULATED BY PROJECT NUMBER SC 56400 Velocity = 0.86 fps From Fig. 8.06.c: ZONE =1 Top Width = 6.0 ft Ditch Area = 8.25 sf Rip Rap Class = A Equivalent Pipe Diameter = 38.89 in Apron Thickness = 12 in Equivalent Pipe Diameter =36 in Apron Length = 12.0 ft Apron Width = Top Width.= 6.0 ft From Fig. 8.06.e: Ditch Outlet Protection (NYDOT Method) Ditch Name: Page 3 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Erosion Control Calculations Castle Hayne Fire Station 56400 Basin Name: Drainage Area: 1.74 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 1.74 ac Runoff Coeff [Cc]: 0.36 10-yr Rainfall Intensity [I]: 9.61 in/hr 10-yr Discharge [Q10]:6.02 cfs 3131 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 1956 Required Surface Area ft2 31.3 Suggested Width ft 62.5 Suggested Length ft 4412 Actual Volume (ft3) Okay 2043 Actual Surface Area (ft2)Okay Skimmer Size 6 Emergency Spillway Width (ft) (Inches) 1 Depth of Flow (ft) 1.5 18.0 Spillway Capacity (cfs)Okay 2 2.5 4 Skimmer Size (in) 3 0.333 Head on Skimmer (ft) 4 1 Orifice Size (1/4 inch increments) 5 2.35 Dewatering Time (days) 6 Suggest about 3 days 8 Elevation Area(sf)Depth(ft)Incr. Vol. (cf) 18.00 587 0 19.00 931 759 20.00 1333 1132 21.00 1792 1563 21.50 2043 959 (Q10 x 325) PROJECT NAME PROJECT NUMBER BASIN NAME BASIN 1 (Ph. 1 & 2) CALCULATED BY Sizing of Basin Jake Glas Sediment Basin Design BASIN 1 (Ph. 1 & 2) Type of Basin: SKIMMER Cumulative Volume (cf) 0 759 1891 3454 4412 0.00 1.00 2.00 3.00 3.50 LATEST REVISION: 3/28/2024 11:04 AM Castle Hayne Fire Station 56400 Basin Name: Drainage Area: 1.55 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 1.55 ac Runoff Coeff [Cc]: 0.36 10-yr Rainfall Intensity [I]: 9.61 in/hr 10-yr Discharge [Q10]:5.37 cfs 2792 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 1744 Required Surface Area ft2 29.5 Suggested Width ft 59.1 Suggested Length ft 14419 Actual Volume (ft3) Okay 6517 Actual Surface Area (ft2)Okay Skimmer Size 20 Emergency Spillway Width (ft) (Inches) 1 Depth of Flow (ft) 1.5 60.0 Spillway Capacity (cfs)Okay 2 2.5 4 Skimmer Size (in) 3 0.333 Head on Skimmer (ft) 4 1 Orifice Size (1/4 inch increments) 5 2.09 Dewatering Time (days) 6 Suggest about 3 days 8 Elevation Area(sf)Depth(ft)Incr. Vol. (cf) 18.00 1833 0 19.00 3097 2465 20.00 4422 3760 21.00 5805 5114 21.50 6517 3081 Cumulative Volume (cf) 0 2465 6225 11338 14419 0.00 1.00 2.00 3.00 3.50 (Q10 x 325) PROJECT NAME PROJECT NUMBER BASIN NAME BASIN 2 (Ph. 3 & 4) CALCULATED BY Sizing of Basin Jake Glas Sediment Basin Design BASIN 2 (Ph. 3 & 4) Type of Basin: SKIMMER LATEST REVISION: 3/28/2024 11:05 AM LINED CHANNEL DATE DESIGN PHASE DESIGN 45379 SD / / PROJECT NAME PROJECT NO DD / / Castle Hayne Fire Station 56400 CD / / LOCATION BY REV / / Castle Hayne, NC JG OTHER / / CHECKED BY (SPECIFY) Channel No:Channel A (Ph I)Drainage Area:0.72 ac Sta from: 21 Design Fequency: 10 yrs Sta to: 18.2 Time of Conc: 5 min Section Length:545.72 ft Intensity:9.61 in/hr Section Slope: 0.51% % Runoff Coeff:0.36 Lining Type: Straw w/ Net Discharge: 2.49 cfs Permissible Shear: 1.45 lb/sf Channel Depth: 1.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 2.49 cfs flow by Rational Method n = 0.033 Manning's Coefficient (dimensionless) S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run) Zreq =0.770 quantity to equate to Zav M = 3 :1 side slope of channel (ft of run : 1 ft of rise) NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 1 1.50 8.25 10.49 0.79 7.031 deep B = bottom width of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 1.50 ft Velocity= 0.30 fps SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 0.48 lb/sq-ft Temp Liner O.K. FINAL CHANNEL LINING DIMENSIONS B = ft side slopes, M =3 :1 D = 1 ft top width, W =6.0 ft Line Channel with:Straw w/ Net (REF: Malcom, 1991) TEMPORARY LINING - Permissible Shear Page 2 LINED CHANNEL DATE DESIGN PHASE DESIGN 45379 SD / / PROJECT NAME PROJECT NO DD / / Castle Hayne Fire Station 56400 CD / / LOCATION BY REV / / Castle Hayne, NC JG OTHER / / CHECKED BY (SPECIFY) Channel No:Channel B (Ph I)Drainage Area:1.02 ac Sta from: 20 Design Fequency: 10 yrs Sta to: 18.5 Time of Conc: 5 min Section Length:158.34 ft Intensity:9.61 in/hr Section Slope: 0.95% % Runoff Coeff:0.36 Lining Type: Straw w/ Net Discharge: 3.53 cfs Permissible Shear: 1.45 lb/sf Channel Depth: 1.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 3.53 cfs flow by Rational Method n = 0.033 Manning's Coefficient (dimensionless) S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run) Zreq =0.803 quantity to equate to Zav M = 3 :1 side slope of channel (ft of run : 1 ft of rise) NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 1 1.00 4.00 7.32 0.55 2.672 deep B = bottom width of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 1.00 ft Velocity= 0.88 fps SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 0.59 lb/sq-ft Temp Liner O.K. FINAL CHANNEL LINING DIMENSIONS B = ft side slopes, M =3 :1 D = 1 ft top width, W =6.0 ft Line Channel with:Straw w/ Net (REF: Malcom, 1991) TEMPORARY LINING - Permissible Shear Page 5 LINED CHANNEL DATE DESIGN PHASE DESIGN 45379 SD / / PROJECT NAME PROJECT NO DD / / Castle Hayne Fire Station 56400 CD / / LOCATION BY REV / / Castle Hayne, NC JG OTHER / / CHECKED BY (SPECIFY) Channel No:Channel A (Ph II)Drainage Area:1.16 ac Sta from: 21 Design Fequency: 10 yrs Sta to: 18.2 Time of Conc: 5 min Section Length:545.72 ft Intensity:9.61 in/hr Section Slope: 0.51% % Runoff Coeff:0.36 Lining Type: Straw w/ Net Discharge: 4.01 cfs Permissible Shear: 1.45 lb/sf Channel Depth: 1.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 4.01 cfs flow by Rational Method n = 0.033 Manning's Coefficient (dimensionless) S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run) Zreq =1.241 quantity to equate to Zav M = 3 :1 side slope of channel (ft of run : 1 ft of rise) NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 1 1.50 8.25 10.49 0.79 7.031 deep B = bottom width of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 1.50 ft Velocity= 0.49 fps SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 0.48 lb/sq-ft Temp Liner O.K. FINAL CHANNEL LINING DIMENSIONS B = ft side slopes, M =3 :1 D = 1 ft top width, W =6.0 ft Line Channel with:Straw w/ Net (REF: Malcom, 1991) TEMPORARY LINING - Permissible Shear Page 8 LINED CHANNEL DATE DESIGN PHASE DESIGN 45379 SD / / PROJECT NAME PROJECT NO DD / / Castle Hayne Fire Station 56400 CD / / LOCATION BY REV / / Castle Hayne, NC JG OTHER / / CHECKED BY (SPECIFY) Channel No:Channel B (Ph II)Drainage Area:0.58 ac Sta from: 20 Design Fequency: 10 yrs Sta to: 18.5 Time of Conc: 5 min Section Length:158.34 ft Intensity:9.61 in/hr Section Slope: 0.95% % Runoff Coeff:0.36 Lining Type: Straw w/ Net Discharge: 2.00 cfs Permissible Shear: 1.45 lb/sf Channel Depth: 1.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 2.00 cfs flow by Rational Method n = 0.033 Manning's Coefficient (dimensionless) S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run) Zreq =0.456 quantity to equate to Zav M = 3 :1 side slope of channel (ft of run : 1 ft of rise) NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 0 1.00 3.00 6.32 0.47 1.825 deep B = bottom width of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 1.00 ft Velocity= 0.67 fps SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 0.59 lb/sq-ft Temp Liner O.K. FINAL CHANNEL LINING DIMENSIONS B = ft side slopes, M =3 :1 D = 1 ft top width, W =6.0 ft Line Channel with:Straw w/ Net (REF: Malcom, 1991) TEMPORARY LINING - Permissible Shear Page 11 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Section 4: Stormwater Compliance 20 20 18 18 19 19 2122 23 2323 1515 20 16 16 17 1718 18 19 19 21 20 17 17 18 18 19 19 20 20 19 19 21 20 20 18 18 19 1919 19 21 21 22 22 2 0 2020 20 20 20 20 1919 21 22 22 22 21 21 21 22 22 22 23 23 21 22 23 23 UF O UF O UF O UF O UF O UFO UF O UF O UF O UF O UF O UF O UF O UF O 20 20 18 18 19 19 2122 23 2323 1515 20 16 16 17 1718 18 19 19 21 20 17 17 18 18 19 19 20 20 19 19 21 20 20 18 18 19 1919 19 21 21 22 22 2 0 2020 20 20 20 20 1919 21 22 22 22 21 21 21 22 22 22 23 23 21 22 23 23 UF O UF O UF O UF O UF O UFO UF O UF O UF O UF O UF O UF O UF O UF O 23 23 24 19 18 2222 18 20 20 19 19 2122 20 18 19 21 22 23 D 21.5 21.5 21.5 20 20 18 18 19 19 21 2122 23 24 24 21 22 23 2 3 21 22 23 2223 24 22 23 24 22 2 3 24 20 20 18 18 19 19 21 21 19 20 21 22 23 19 19 2324 2 2 FES 6FES 5 2222 C4.1 SW C O M P L I A N C E P L A N Project No. 56400 Date: Sheet No. CA S T L E H A Y N E F I R E S T A T I O N NE W H A N O V E R C O U N T Y F I R E D E P A R T M E N T Drawn by: Checked by: Revisions: ALL NOTES APPLY TO ALL DRAWINGS AND ALL TRADES. IT IS THE RESPONSIBILITY OF ALL CONTRACTORS AND TRADES TO COORDINATE THE INSTALLATION OF THEIR WORK WITH THE INSTALLATION OF WORK BY ALL OTHER CONTRACTORS AND TRADES. THE REQUIREMENTS OF THE DRAWINGS, GENERAL REQUIREMENTS AND ALL ITEMS OF THE CONTRACT DOCUMENTS ARE EQUALLY BINDING ON ALL CONTRACTORS AND TRADES. EACH CONTRACTOR IS REQUIRED TO MAINTAIN FULL SETS OF THE CONTRACT DOCUMENTS FOR HIS EMPLOYEES USE ON THE PROJECT TO ASSURE THAT ALL WORK IS PROPERLY COORDINATED AND INSTALLED WITH THE WORK OF OTHER CONTRACTORS AND TRADES. WHENEVER THERE ARE DISCREPANCIES BETWEEN DRAWINGS, OR BETWEEN THE DRAWINGS AND SPECIFICATIONS, OR CONFLICTS WITHIN THE SPECIFICATIONS AND/OR DRAWINGS, AND SUCH DISCREPANCY IS NOT CALLED TO THE ARCHITECT'S ATTENTION IN TIME TO PERMIT CLARIFICATION BY ADDENDUM, THE CONTRACTOR SHALL BASE HIS BID UPON PROVIDING THE BETTER QUALITY OR GREATER OF WORK OR MATERIAL CALLED FOR, SHALL SUBMIT A WRITTEN STATEMENT WITH HIS PROPOSAL NOTING SUCH DISCREPANCIES, AND SHALL SO FURNISH AND INSTALL SUCH BETTER QUALITY OR GREATER QUANTITY UNLESS OTHERWISE ORDERED IN WRITING. GENERAL NOTE 03/29/2024 J GLAS W ALTMAN Addendum 02 5/10/2024 ww w . s c n - a r c h i t e c t s . c o m 1. 8 0 0 . 6 7 1 . 0 6 2 1 71 9 E a s t S e c o n d A v e n u e Ga s t o n i a , N C 2 8 0 5 4 Ph o n e : 7 0 4 . 8 6 5 . 6 3 1 1 Fa x : 7 0 4 . 8 6 5 . 0 0 4 6 5410 Trinity Road, Suite 102 Raleigh, NC 27607TEL 919.866.4951FAX 919.859.5663www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. VIRGINIA NORTH CAROLINA Site Development Residential Infrastructure Technology THIS DRAWING PREPARED AT THE RALEIGH OFFICE 56400-333 North Carolina License No. C-1652 2ND ROUND TRC 6/12/2024 PRE-DEVELOPED SITE LEGEND IMPERVIOUS DRAINAGE AREA POST-DEVELOPED SITE PRE DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 0.19 ACRES POST DEVELOPMENT ONSITE IMPERVIOUS SURFACES TOTAL IMPERVIOUS SURFACES = 0.98 ACRES IMPERVIOUS AREA TO BE TREATED: DRY DETENTION = 0.81 ACRES STORMWATER QUALITY CALCULATIONS STORMWATER QUANTITY CALCULATIONS: ANALYSIS POINT WEST DRAINAGE AREA (Acres) CN PRE-DEVELOPMENT 2.22 Q1 60 1.26 POST-DEVELOPMENT A1 (DRY DETENTION)1.55 76 0.13 POST-DEVELOPMENT A2 (BYPASS) POST-DEVELOPMENT COMBINED 0.75 71 1.03 2.30 1.05 Q2 2.35 0.45 1.53 1.56 Q10 6.70 4.46 3.30 6.53 Q100 17.67 11.44 7.27 17.09 ANALYSIS POINT A 0 SCALE 1"=30' 60'30' N A D 8 3 ANALYSIS POINT A A2 A2 A1 A2 Q25 10.30 4.65 8.27 12.44 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Pre/Post Stormwater Maps Project: Castle Hayne Fire Station Project No.: 56400 Calculated By: Jake Glas Date: 3/27/2024 NITROGEN EXPORT WORKSHEET Apportioned Open Space Calculation = (New Impervious Area/Total Impervious Area) X (Remaining Open Space) ** Apportioned Open Space Calculation** = (0.98 ac - 0.19 ac) / 0.98 ac X (1.26 ac) = 1.02 ac Final Impervious 0.98 Existing Impervious 0.19 Total Drainage Area 2.30 Final Open Space 1.26 Undisturbed Riparian Buffer Area 0.06 (From Section 3.1.2.1 City of Raleigh Stormwater Manual) Site Area (ac) TN Export By Use (lbs/yr) TN Export From Site (lbs/ac/yr) 0.05 0.03 1.02 1.22 0.79 16.75 1.85 18.00 9.71 Site Area (ac) TN Export By Use (lbs/yr) TN Export From Site (lbs/ac/yr) 0.00 0.00 0.74 0.89 0.81 17.17 1.55 18.06 BMP Proposed Area Treated by BMP (ac) Treated TN Export TN Export (lbs/ac/yr) StormFilter 1.55 18.06 Dry Detention 1.55 9.03 4.35Total (TN EXPORT -TN REDUCTION) / SITE AREA POST DEVELOPMENT NITROGEN LOADING AFTER BMP TREATMENT TN Reduction (%) TN Reduction (lbs/yr) 50%9.03 10%0.90 PERMANENTLY PRESERVED MANAGED OPEN SPACE 1.20 IMPERVIOUS SURFACES 21.20 Total Average for Site TN EXPORT TREATED BY BMP (ONSITE & OFFSITE) Type of Land Cover TN Export Coeff. (lbs/ac/yr) PERMANENTLY PRESERVED UNDISTURBED OPEN SPACE 0.60 PERMANENTLY PRESERVED MANAGED OPEN SPACE 1.20 IMPERVIOUS SURFACES 21.20 Total TIMMONS GROUP POST DEVELOPMENT NITROGEN LOADING Type of Land Cover TN Export Coeff. (lbs/ac/yr) PERMANENTLY PRESERVED UNDISTURBED OPEN SPACE RIPARIAN BUFFER AREA 0.60 New Hanover County Fire Station New Hanover County, NC Project Number: 56400 www.timmons.com Nutrient Loading