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04 - Storm Report_v1
STORMWATER REPORT CIRCLE K – R&R 2720915 – CASTLE HAYNE, NC CASTLE HAYNE, NORTH CAROLINA NOVEMBER 11, 2022 PREPARED FOR: Circle K Stores Inc. PO Box 52085 Phoenix, AZ 85072 PREPARED BY: Timmons Group, NC License No. 023728 5410 Trinity Road, Suite 102 Raleigh, North Carolina 27607 www.timmons.com 11/11/2022 Circle K – R&R 2720915 Castle Hayne, NC Project Number: 37630.107 Table of Contents Stormwater Narrative ......................................................................................................................................... 1 Project Background ........................................................................................................................................ 1 Proposed Project Description ......................................................................................................................... 1 Proposed Stormwater Management ............................................................................................................... 1 Stormwater Runoff Control ......................................................................................................................... 1 TSS Removal ............................................................................................................................................. 1 Seasonal High Water Table ........................................................................................................................ 1 Methodology for Stormwater Modeling ....................................................................................................... 1 Hydrology ................................................................................................................................................... 2 Hydraulics .................................................................................................................................................. 2 Pre & Post Development Runoff Summary ................................................................................................. 2 Reference Material ............................................................................................................................................ 3 SHWT Report................................................................................................................................................. 3 NOAA Rainfall Data ....................................................................................................................................... 3 National Wetlands Inventory Map................................................................................................................... 3 USGS Map ..................................................................................................................................................... 3 FEMA Map ..................................................................................................................................................... 3 Soil Survey Map ............................................................................................................................................. 3 Pre/Post Development Drainage Area Maps .................................................................................................. 3 Peak Flow Analysis ........................................................................................................................................... 4 Wet Pond Worksheets ................................................................................................................................... 4 Worksheet – SCS Curve Numbers ................................................................................................................. 4 Hydraflow Report ........................................................................................................................................... 4 Hydraulic Grade Line Calculations ..................................................................................................................... 5 Q10 Analysis Using Hydraflow Software ........................................................................................................ 5 Circle K – R&R 2720915 Castle Hayne, NC Project Number: 37630.107 1 | www.timmons.com Stormwater Narrative Project Background The Circle K R&R 2720915 project is located at 5717 Castle Hayne Road, Castle Hayne, North Carolina. The property identification numbers (PINs) are as follows: • R01100-015-001-000 • R01109-002-001-000 • R01109-002-002-000 The site consists of approximately 6.22 acres and has an existing gas station. FIRM Panel 3720323200K indicates the site is not within a special flood hazard area. Proposed Project Description This project proposes a new 5,200 SF convenience store and gas canopy with associated parking lot and utilities. There is approximately 0.96 AC of existing impervious cover within the property boundary. The proposed improvements will result in a post-developed impervious cover of 2.35 AC (including 0.06 ac (2,613 SF) future impervious), which is approximately 38% of the total site area. Proposed Stormwater Management This site has been graded to maintain similar drainage patterns to the existing conditions. To the maximum extent practical, the onsite impervious areas are directed toward the proposed wet pond facilities. Stormwater Runoff Control Two wet pond facilities are proposed to improve the quantity and quality of stormwater runoff for the site in compliance with the rules contained in the New Hanover County Design Manual. The SCM has been designed for 85% TSS removal in accordance with the NCDENR BMP Manual. TSS Removal The NCDENR BMP manual requirement of 85% Total Suspended Solid removal requirement has been exceeded by the proposed wet pond facilities. Seasonal High Water Table A seasonal high water table investigation was performed by Piedmont Environmental Associates. The attached report indicates that at the location of Wet Pond #1, the SHWT is at elevation 11’-18.3’. At the location of Wet Pond #2, the SHWT is at elevation 13’-15.4’. See the attached report for more detailed information. Due to the proximity to the SHWT, a clay liner is proposed for each wet pond facility. Methodology for Stormwater Modeling A pre-development and post-development hydrologic analysis was completed for the site using the SCS TR20 method. A hydraulic analysis was completed using Hydraflow modeling software to route these storm events through the proposed wet pond facilities and outlet structures. Circle K – R&R 2720915 Castle Hayne, NC Project Number: 37630.107 2 | www.timmons.com Hydrology The SCS TR20 method was used to determine the peak discharge rates for the pre-development and post- development conditions, develop runoff hydrographs and size the detention storage for the SCM. Rainfall data used in the design was taken from published NOAA data for the City of Durham. SCS runoff curve numbers were based on Table 2-2 in the TR55 manual. The Time of Concentration (Tc) values were determined using the TR55 method for sheet, shallow and concentrated flows, with a minimum Tc of 5 minutes. Hydraulics Computer simulated reservoir routing using Hydraflow modeling software was completed for the 1-year, 2-year, 10-year, and 100-year storm events utilizing stage-storage and stage-discharge functions. Stage-storage was determined using the proposed grading contours of the detention system and stage-discharge functions were developed using the proposed outlet structures. The outlet structures were designed to attenuate the post- development discharge rates for the 1, 2, 10, and 100-year storm events equal to or less than pre-development levels. Pre & Post Development Runoff Summary Analysis Point A: Site Condition Storm Event (cfs) 1-year (cfs) 2-year (cfs) 10-year (cfs) 100-year (cfs) Pre-Development 0.288 2.023 13.31 48.06 Post-Development without Detention 7.552 9.977 22.01 58.35 Post-Development with Detention 0.108 0.324 7.826 54.58 Circle K – R&R 2720915 Castle Hayne, NC Project Number: 37630.107 3 | www.timmons.com Reference Material SHWT Report NOAA Rainfall Data National Wetlands Inventory Map USGS Map FEMA Map Soil Survey Map Pre/Post Development Drainage Area Maps 216 S. Swing Rd., Suite 1 Greensboro, NC 27409 336-662-5487 August 2, 2022 Project # 3579 Timmons Engineering c/o: Rick Baker 5410 Trinity Rd, Suite 100 Raleigh, NC 27607 This report details the findings of a seasonally high-water table evaluation at the proposed Castle Hayne Circle K Site, located at 5717 Castle Hayne Rd, Castle Hayne, NC. Your office gave the location of the proposed storm water control measures (SCM). G. Christopher Murray, Licensed Soil Scientist #1284, conducted the evaluation on July 29, 2022. The results were as follows: Seasonally High-Water Table Soil Borings Soil borings were conducted at the locations specified on the attached map, and the depth to the seasonally high-water table (SHWT) was determined by observing soil indicators, also known as redoximorphic features. Regulations require the bottom to the device to be 2 feet above the seasonally high-water table. SHWT 1 This soil boring location is shown on the attached map. Redoximorphic features were observed from 8 inches below ground surface to the cessation of this boring at 96 inches below ground surface. The native elevation in this area was approximately 19’. SHWT 2 This soil boring location is shown on the attached map. Redoximorphic features were observed from 68 inches below ground surface to the cessation of this boring at 96 inches below ground surface. The native elevation in this area was approximately 21’. Boring ID SHWT Depth (inches) SHWT Elevation (feet) SHWT 1 8-96 18.3-11 SHWT 2 68-96 15.4-13 Piedmont Environmental Associates, PA is pleased to perform this work for you. If you have any questions, please feel free to call (336) 662-5487. Sincerely, G. Christopher Murray N.C. Licensed Soil Scientist #1284 11/3/22, 8:04 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.3544&lon=-77.9005&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Castle Hayne, North Carolina, USA* Latitude: 34.3544°, Longitude: -77.9005° Elevation: 22.53 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 6.20 (5.78‑6.70) 7.37 (6.86‑7.94) 8.62 (8.00‑9.29) 9.60 (8.88‑10.3) 10.8 (9.98‑11.6) 11.8 (10.8‑12.6) 12.7 (11.6‑13.7) 13.7 (12.4‑14.7) 14.9 (13.4‑16.1) 15.9 (14.2‑17.2) 10-min 4.96 (4.61‑5.35) 5.89 (5.48‑6.35) 6.91 (6.41‑7.44) 7.67 (7.10‑8.26) 8.63 (7.96‑9.27) 9.37 (8.59‑10.1) 10.1 (9.22‑10.9) 10.8 (9.82‑11.7) 11.8 (10.6‑12.7) 12.5 (11.2‑13.6) 15-min 4.13 (3.85‑4.45) 4.94 (4.60‑5.33) 5.82 (5.41‑6.27) 6.47 (5.99‑6.97) 7.30 (6.72‑7.84) 7.91 (7.25‑8.50) 8.52 (7.77‑9.16) 9.11 (8.26‑9.81) 9.90 (8.88‑10.7) 10.5 (9.33‑11.3) 30-min 2.83 (2.64‑3.05) 3.41 (3.18‑3.68) 4.14 (3.84‑4.46) 4.69 (4.34‑5.05) 5.40 (4.98‑5.80) 5.95 (5.46‑6.40) 6.52 (5.95‑7.01) 7.09 (6.43‑7.63) 7.87 (7.06‑8.50) 8.50 (7.56‑9.18) 60-min 1.77 (1.64‑1.90) 2.14 (1.99‑2.31) 2.65 (2.46‑2.86) 3.05 (2.83‑3.29) 3.60 (3.32‑3.86) 4.03 (3.70‑4.34) 4.49 (4.10‑4.83) 4.97 (4.51‑5.35) 5.65 (5.07‑6.10) 6.20 (5.52‑6.70) 2-hr 1.05 (0.966‑1.14) 1.28 (1.18‑1.40) 1.63 (1.50‑1.77) 1.92 (1.76‑2.09) 2.34 (2.13‑2.54) 2.70 (2.45‑2.93) 3.09 (2.79‑3.36) 3.51 (3.15‑3.82) 4.15 (3.68‑4.51) 4.69 (4.13‑5.13) 3-hr 0.747 (0.689‑0.819) 0.910 (0.838‑0.997) 1.16 (1.07‑1.27) 1.38 (1.26‑1.51) 1.71 (1.55‑1.86) 1.99 (1.80‑2.17) 2.31 (2.07‑2.51) 2.66 (2.37‑2.89) 3.19 (2.81‑3.47) 3.66 (3.18‑3.99) 6-hr 0.463 (0.427‑0.509) 0.564 (0.520‑0.620) 0.722 (0.663‑0.792) 0.859 (0.786‑0.941) 1.07 (0.968‑1.16) 1.24 (1.12‑1.36) 1.45 (1.30‑1.58) 1.67 (1.48‑1.82) 2.02 (1.77‑2.20) 2.33 (2.01‑2.54) 12-hr 0.270 (0.246‑0.298) 0.329 (0.300‑0.363) 0.424 (0.386‑0.468) 0.507 (0.459‑0.559) 0.632 (0.568‑0.695) 0.744 (0.665‑0.816) 0.870 (0.771‑0.954) 1.01 (0.888‑1.11) 1.23 (1.07‑1.35) 1.43 (1.22‑1.57) 24-hr 0.158 (0.143‑0.178) 0.192 (0.174‑0.216) 0.248 (0.225‑0.279) 0.298 (0.269‑0.334) 0.374 (0.334‑0.418) 0.442 (0.391‑0.494) 0.519 (0.454‑0.581) 0.607 (0.523‑0.679) 0.743 (0.627‑0.837) 0.864 (0.716‑0.977) 2-day 0.093 (0.085‑0.104) 0.113 (0.103‑0.126) 0.145 (0.131‑0.161) 0.172 (0.156‑0.192) 0.215 (0.192‑0.240) 0.252 (0.224‑0.282) 0.294 (0.258‑0.329) 0.341 (0.295‑0.384) 0.414 (0.351‑0.468) 0.478 (0.398‑0.543) 3-day 0.066(0.060‑0.074)0.080(0.073‑0.089)0.102(0.093‑0.114)0.121(0.109‑0.135)0.149(0.134‑0.167)0.174(0.155‑0.195)0.202(0.178‑0.226)0.233(0.202‑0.262)0.281(0.239‑0.317)0.322(0.269‑0.366) 4-day 0.053 (0.048‑0.059) 0.064 (0.058‑0.071) 0.081 (0.073‑0.090) 0.095 (0.086‑0.106) 0.117 (0.105‑0.130) 0.135 (0.120‑0.151) 0.156 (0.138‑0.175) 0.179 (0.156‑0.201) 0.214 (0.183‑0.242) 0.244 (0.205‑0.278) 7-day 0.035 (0.032‑0.038) 0.042 (0.039‑0.046) 0.053 (0.048‑0.058) 0.062 (0.056‑0.068) 0.075 (0.068‑0.082) 0.086 (0.078‑0.095) 0.098 (0.088‑0.108) 0.111 (0.099‑0.123) 0.131 (0.114‑0.146) 0.147 (0.126‑0.165) 10-day 0.028 (0.025‑0.030) 0.033 (0.030‑0.036) 0.041 (0.038‑0.045) 0.047 (0.043‑0.052) 0.057 (0.052‑0.062) 0.065 (0.059‑0.071) 0.074 (0.066‑0.081) 0.083 (0.074‑0.091) 0.097 (0.085‑0.107) 0.108 (0.093‑0.121) 20-day 0.018 (0.017‑0.020) 0.022 (0.020‑0.024) 0.027 (0.025‑0.029) 0.031 (0.029‑0.033) 0.036 (0.034‑0.039) 0.041 (0.038‑0.045) 0.046 (0.042‑0.050) 0.051 (0.046‑0.056) 0.059 (0.052‑0.065) 0.065 (0.057‑0.072) 30-day 0.015 (0.014‑0.016) 0.018 (0.017‑0.019) 0.022 (0.020‑0.023) 0.024 (0.023‑0.026) 0.029 (0.027‑0.031) 0.032 (0.029‑0.034) 0.035 (0.032‑0.038) 0.039 (0.035‑0.042) 0.043 (0.039‑0.047) 0.047 (0.042‑0.052) 45-day 0.013 (0.012‑0.013) 0.015 (0.014‑0.016) 0.018 (0.017‑0.019) 0.020 (0.019‑0.021) 0.023 (0.022‑0.025) 0.025 (0.024‑0.027) 0.028 (0.026‑0.030) 0.031 (0.028‑0.033) 0.034 (0.031‑0.037) 0.037 (0.033‑0.040) 60-day 0.011 (0.011‑0.012) 0.013 (0.013‑0.014) 0.016 (0.015‑0.017) 0.017 (0.016‑0.019) 0.020 (0.019‑0.021) 0.022 (0.020‑0.023) 0.024 (0.022‑0.025) 0.026 (0.024‑0.027) 0.028 (0.026‑0.030) 0.030 (0.027‑0.032) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for agiven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 37630.107 Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine February 3, 2022 0 0.1 0.20.05 mi 0 0.15 0.30.075 km 1:7,218 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│―│―│ ―│―│ ―│ ―│ ―│―│―│―│―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│―│―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│―│―│―│ 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―│ ―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│―│―│―│―│―│ ―│―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│―│―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ 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L E H A Y N E R D ARLINGTON DR YORKTOWN DR VICTORIA DR GLENDA L E D R BREN T W O O D D R GORDON RD COR B E T T S T CASTLEHAYNERD HANOVERLAKESDR LAKESIDECIR CORNELIUSHARNETTEDR MCR A E S T M C RAE ST SWANN ST NIXON ST ¬«133 £¤74 LINVILLE DR £¤117 N C O L L E G E R D CAPITAL DR MIDDLESEXRD BR A M T O NRD KENNINGSTONST BRIERWOODRD NKERRAV E FARLE Y D R SP R I N G T I M E R D HU N T E R S T R L CO V E R D SP R I N G D A L E D R LOCKWOOD DR GRATHWOLDR SAMPSONST SUTTON STEAM PLANT RD FLEMING S T CEDARHILLRD FLE M I N G T O N R D OLDMILLRDNE £¤1774 SUTTON L A K E R D FR 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 W RIG HTSBO RO R D ACORNBRANCHRD KORNEGAYAVE AIRPORTBLVD GARDNERRD MAIDES AVE £¤74 KIN G S T HEWLETT DR N26THST N 2 3 R D S T ¬«133 £¤17421 £¤1774 SPRING BRANCHRD COWPENLANDING R D MARTIN LUTHE R KIN G JR PKWY TERRY LN LYNBROOKDR GREENTREE RD DEAN DR CHERYLLN SPRINGVALLEYRD NNAVASSARD §¨¦140 N C O L L E G E R D OL D D A I R Y F A R M R D KINGSDR SLEDG E R D ANGUS DR ARLENE DR O L D WINTERPARKRD WHITM A N AV E BEA R D R LAUREL DR PE T E R S P R I N G S D R METROCIR NIX O N L N F A IR FIELDDR CHAIR RD PRINCEGEORGEAVE G R A N N Y R D DIVISIONDR JENOADR JAMAICA D R BERMUDA D R T R A S K D R SIDBURY RD B L U EBONNET CI R MAD E L I N E TRASKDR CONTROL TO W E R D R BR O O K F I E L D D R HAL L W A T E R S D R SEABOARDAVE KIN G S C A S T L E L N SYC A M O R E A V E MARATHO N A V E TRUESDALERD HOLL A N D D R CARL SEITTER D R ALEXTRASK DR CH E S T E R F I E L D R D RE M I N I S C E R D NOLANDDR GORDON RD ROSSMORE RD KITTY HAWK RD HUNTSMANCT E N T E R P R I S E D R HERITAGE P A R K D R ROCKHILL RD OAK L E Y LOOPRD W GAT E R D OLDMILLRD SONDEY R D HARVESTRD NE W VILLAGE W AY INFA N T R Y R D STONEYRD C ROWATANRD HAMPTONDR BOUNTIFULLN 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 CA S T L E 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 WI N D S A I L DR 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 B LUE CLAY RD OLD BRIDGE SITE RD PARME L E R D EGGERTAVE D E KK ER RD OR A N G E S T N O RTHCHASEPKWYW B RINKMANDR DE ERFIELDRD 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 SEAHOLLYDR M C DOUGALDDR MILLHOUSERD NE RD MEMORY LN TA L L O A K S D R CHAND L E R D R C O N S T A B L E W AY B I G F I E L D DR OAKLEYRD ¬«133 ¬«132 ¬«133 £¤117 §¨¦40 §¨¦140§¨¦140 §¨¦140 NEWHANOVERCOPENDERCO 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 CapeFearRiver BurntMillCreek SmithCreek LakeSutton NortheastCapeFearRiver PrinceGe orgeCr NessCr 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 Spring Br North e a s t C a pe FearRiver Northeast C a p e F e a r River No 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 252627282930 31 32 33 3424 235000mE 2627282930 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 SERIESU.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY × ØGN 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 10005000METERS1000 2000 21KILOMETERS00.51 10.50 MILES 1 100001000200030004000500060007000 8000 9000 10000 FEET CASTLE HAYNE, NC 2022 Expressway Local Connector ROAD CLASSIFICATION Ramp 4WDSecondary Hwy Local Road Interstate Route State RouteUS RouteWX./ 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 2/3/2022 at 10:29 AM 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°54'14"W 34°21'30"N 77°53'37"W 34°21'N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 27 Custom Soil Resource Report Map—Hydrologic Soil Group 38 0 4 8 0 0 38 0 4 9 0 0 38 0 5 0 0 0 38 0 5 1 0 0 38 0 5 2 0 0 38 0 5 3 0 0 38 0 5 4 0 0 38 0 5 5 0 0 38 0 5 6 0 0 38 0 5 7 0 0 38 0 4 8 0 0 38 0 4 9 0 0 38 0 5 0 0 0 38 0 5 1 0 0 38 0 5 2 0 0 38 0 5 3 0 0 38 0 5 4 0 0 38 0 5 5 0 0 38 0 5 6 0 0 232500 232600 232700 232800 232900 233000 233100 233200 233300 233400 233500 233600 233700 233800 233900 232500 232600 232700 232800 232900 233000 233100 233200 233300 233400 233500 233600 233700 233800 233900 34° 21' 30'' N 77 ° 5 4 ' 3 1 ' ' W 34° 21' 30'' N 77 ° 5 3 ' 3 2 ' ' W 34° 20' 59'' N 77 ° 5 4 ' 3 1 ' ' W 34° 20' 59'' N 77 ° 5 3 ' 3 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,830 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 Survey Areas Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points 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 Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Oceans Streams and Canals 8-Digit Hydrologic Units 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 23, Jan 21, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 21, 2018—Nov 28, 2018 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 28 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Ke Kenansville fine sand, 0 to 3 percent slopes A 89.7 53.9% Le Leon sand A/D 40.5 24.3% Ls Lynchburg fine sandy loam, 0 to 2 percent slopes, Atlantic Coast Flatwoods B/D 7.3 4.4% Mu Murville fine sand A/D 0.9 0.5% St Stallings fine sand A/D 5.8 3.5% Wr Wrightsboro fine sandy loam, 0 to 2 percent slopes B 22.1 13.3% Totals for Area of Interest 166.3 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 29 FULL OF DEBRIS IE=20.38 12"CPP IE=18.94 TREE LINE 4"CPP IE=19.38 UNABLE TO LOCATE TERMINUS GRAVEL ASPHALT CURB SIGNAL WIRE NO VISIBLE PIPE LINE PER PLAN LOCATION LINE PER PLAN LOCATION CBDI TOP=17.47 FULL OF DEBRIS CMP=14.45 15"CMP FULL OF DEBRIS TERMINUS UNKNOWN CBDI TOP=17.31 FULL OF WATER/DEBRIS BOTTOM ELEV=13.11 8"PVC IE=15.88 DO U B L E Y E L L O W L I N E GRAVEL AP P R O X I M A T E L O C A T I O N CU R R E N T T A X L I N E PARCEL ID# R01100-014-008-000 N/F AMERICAN TOWERS LLC DB 6027-2418 ZONED: B-2 PARCEL# R011000-014-004-000 N/F DENNIS W. ANDERSON DB 5271-1915 ZONED: B-2 (VACANT) PARCEL# R011000-014-009-000 N/F ABBOTT INVESTMENT COMPANY LLC DB 5716-1136 ZONED: B-2 (COMMERCIAL) PARCEL# R011000-015-008-000 N/F MARILYN B. WALKER DB 4852-860 ZONED: RA (RESIDENTIAL) PARCEL ID# R01100-015-002-000 N/F JOHN EDWARD HIGGINS, JR. LIFE ESTATE DB 6155-2081 ZONED: RA (RESIDENTIAL) PARCEL ID# R01100-015-002-001 N/F JOY M. HAMRICK DB 6209-825 ZONED: RA (RESIDENTIAL) S6 ° 0 4 ' 5 6 " W 20 2 . 3 4 ' ( T I E ) S4 ° 1 9 ' 1 8 " W 18 1 4 . 2 0 ' ( G R O U N D T I E ) PARCEL ID# R01100-015-003-000 N/F BIAN K. McDONALD SHANNON C. McDONALD DB 6271-422 ZONED: RA PARCEL# R011000-014-004-000 N/F DENNIS W. ANDERSON DB 5271-1915 ZONED: B-2 (VACANT) CE D A R S T R E E T (5 0 ' R / W - U N I M P R O V E D ) U. S . HI G H W A Y # 1 1 7 CA S T L E H A Y N E R O A D (V A R I A B L E P U B L I C R / W ) HOLLY SHELT E R R O A D SR-1002 CASTLE AVEN U E (SR-1338) (50' R / W ) LYNN AVENUE (SR-1338) (50' PU B L I C R / W ) 2088 2089 2090 2091 20922093 2094 2095 2096 2097 2103 2104 21052106 2107 21082109 2124 21252126 2127 2128 2129 2132 2148 2149 2151 2152 2156 21572158 2159 21602161 2162 2163 2165 2166 216721682169 21702171 2172 2173 2174 2175 2176 21772178 2179 2180 2181 21822183 2184 2185 2186 2187218821892190 2191 2192 21932194 2195 21962197 2198 21992200 2201 2202 2203 2204 22052206 220722082209 2210 2211 2212 22132214 2215 22162217 2218 2219 2220 2221 2222 2224 2225 2226 22272228 2229 2230 2231 2232 2233 2234 2235 22362237 2238 2239 2240 2241 2242 2243 22442245 2246 224722482249 2261 2293 2294 2295 2311 2312 2313 2314 23152316 23192320 23212322 2323 2324 2325 2326 2327 2328 2329 23302331 2332 2333 23402341 23442345 2346 23472348 2349 23502351 2352 2354 2355 2356 2357 23582359 2360 2361 2362 23632364 23652366 23672368 23692370 2371 2372 2373 2374 2375 2376 2377 2379 2380 2381 2382 2383 2384 2385 2386 2392 23932394 2395 2396 2397 2398 2399 2400 2401 2402 2403 2404 2405 2406 24072408 2409 2410 2411 2412 241324142415 2416 2417 2418 2419 2420 2421242224232424 2425 2426 24272428 2429 2430 2434243524362437243824392440 2441 2442 2443 24442445 2446 2447 2448 24492450 2451 2452 2453 2454 2455 24562457 2458 2459 246024612462 2463 2464 2465 2466 24672468 2469 24702471 247224732474 24752476 2477 2478 2479 24802481 2482 2483 2484 2485 2486 248724882489 2490 249124922493 24942495 2496 2497 249824992500 2501250225032504 2505 25062507 2508 2509 2510 25112512 2513 2514 2515 2516 2517 2518 25192520 252125222523 2524 2525 2526 2527 2528 252925302531 25322533 25342535 2536 2537 25382539 2540 25412542 2543 2544 2545 25462547 2548 2549 2550255125522553 25542555 25562557 2558 2559 2560 25612562 25632564 2565 2566 2567 2568 2569 25702571 2572 2573 257425752576 2577 2578 257925802581 2582258325842585 25862587 25882589259025912592 2593 2594 2595 2596 2597 2598 2599 2600 26012602 2603 2604 2605 2606 2607 2608 2609 2610 2611 2612 261326142615 26162617 2618 2619 2620 2621 26222623 26242625 2626 26272628 2629 26302631 2632 2633 2634 2635 263626372638 2639 2640 2641 2642 264326442645 2646 26472648 2649 26502651 265226532654 2655 2656 2657 265826592660 26612662 2663 266426652666 2667 2668 2669 2670 2671 2672 267326742675 26762677 2678 2679 26802681 2682 2683 2684 2685 2686 2687268826892690 26912692 2693 26942695 2696 2697 2698 269927002701 2702 270327042705 2706 27072708 2709 2710 2711 2712 27132714 LS ( B S O I L S ) KE ( A S O I L S ) LS ( B S O I L S ) KE ( A S O I L S ) ANALYSIS POINT EXISTING SWALE TC SEGMENT 1: SHEET FLOW 50 LF @1.2% TC SEGMENT 2: SHALLOW CONCENTRATED FLOW 296 LF @1.2% TC SEGMENT 3: CHANNEL FLOW 421 LF @0.1% DA1.0 TC = 6.9 MIN. 23 24 23 22 21 21 21 21 22 23 2 3 22 21 21 2 0 21 1 9 1 8 24232 2 18 23 2 3 2 4 2 4 23 22 18 22 21 2 0 23 21 20 1 9 18 18 19 20 1 8 19 18 1 8 19 2 2 21 22 2 1 21 21 20 21 22 22 20 19 18 17 17 15 JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN S: \ 3 3 2 \ 3 7 6 3 0 - 1 0 7 - 3 3 2 - 2 7 2 0 9 1 5 _ C a s t l e H a y n N C \ D W G \ S h e e t \ E x h i b i t \ 3 7 6 3 0 . 1 0 7 - 3 3 2 - D A 1 . 0 . d w g | P l o t t e d o n 11 / 1 0 / 2 0 2 2 7 : 0 7 P M | b y Ap r i l B l y e PRELIMINARY - NOT RELEASED FOR CONSTRUCTION ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CASTLE HAYNE, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS 11/11/2022 DA1.0 PR E - D E V E L O P M E N T D R A I N A G E A R E A M A P K.MUPPALA K.MUPPALA J.DOOLEY NA D 8 3 0 SCALE 1"=40' 80'40' IMPERVIOUS AREA DRAINAGE AREA BOUNDARY LEGEND TIME OF CONCENTRATION (TC) PATH 11/11/2022 CI R C L E K - R & R 2 7 2 0 9 1 5 - C A S T L E H A Y N E , N C CA S T L E H A Y N E - NE W H A N O V E R C O U N T Y - NC 37630.107 BACK OF CURB LS ( B S O I L S ) KE ( A S O I L S ) LS ( B S O I L S ) KE ( A S O I L S ) W T 52 0 0 S Q . F T . ( R 3 ) FULL OF DEBRIS IE=20.38 12"CPP IE=18.94 TREE LINE 4"CPP IE=19.38 UNABLE TO LOCATE TERMINUS GRAVEL ASPHALT CURB SIGNAL WIRE NO VISIBLE PIPE LINE PER PLAN LOCATION LINE PER PLAN LOCATION CBDI TOP=17.47 FULL OF DEBRIS CMP=14.45 15"CMP FULL OF DEBRIS TERMINUS UNKNOWN CBDI TOP=17.31 FULL OF WATER/DEBRIS BOTTOM ELEV=13.11 8"PVC IE=15.88 DO U B L E Y E L L O W L I N E GRAVEL AP P R O X I M A T E L O C A T I O N CU R R E N T T A X L I N E PARCEL ID# R01100-014-008-000 N/F AMERICAN TOWERS LLC DB 6027-2418 ZONED: B-2 PARCEL# R011000-014-004-000 N/F DENNIS W. ANDERSON DB 5271-1915 ZONED: B-2 (VACANT) PARCEL# R011000-014-009-000 N/F ABBOTT INVESTMENT COMPANY LLC DB 5716-1136 ZONED: B-2 (COMMERCIAL) PARCEL# R011000-015-008-000 N/F MARILYN B. WALKER DB 4852-860 ZONED: RA (RESIDENTIAL) PARCEL ID# R01100-015-002-000 N/F JOHN EDWARD HIGGINS, JR. LIFE ESTATE DB 6155-2081 ZONED: RA (RESIDENTIAL) PARCEL ID# R01100-015-002-001 N/F JOY M. HAMRICK DB 6209-825 ZONED: RA (RESIDENTIAL) S6 ° 0 4 ' 5 6 " W 20 2 . 3 4 ' ( T I E ) S4 ° 1 9 ' 1 8 " W 18 1 4 . 2 0 ' ( G R O U N D T I E ) PARCEL ID# R01100-015-003-000 N/F BIAN K. McDONALD SHANNON C. McDONALD DB 6271-422 ZONED: RA PARCEL# R011000-014-004-000 N/F DENNIS W. ANDERSON DB 5271-1915 ZONED: B-2 (VACANT) CE D A R S T R E E T (5 0 ' R / W - U N I M P R O V E D ) U. S . HI G H W A Y # 1 1 7 CA S T L E H A Y N E R O A D (V A R I A B L E P U B L I C R / W ) HOLLY SHELT E R R O A D SR-1002 CASTLE AVEN U E (SR-1338) (50' R / W ) LYNN AVENUE (SR-1338) (50' PU B L I C R / W ) 2088 2089 2090 2091 20922093 2094 2095 2096 2097 2103 2104 21052106 2107 21082109 2124 21252126 2127 2128 2129 2132 2148 2149 2151 2152 2156 21572158 2159 21602161 2162 2163 2165 2166 216721682169 21702171 2172 2173 2174 2175 2176 21772178 2179 2180 2181 21822183 2184 2185 2186 2187218821892190 2191 2192 21932194 2195 21962197 2198 21992200 2201 2202 2203 2204 22052206 220722082209 2210 2211 2212 22132214 2215 22162217 2218 2219 2220 2221 2222 2224 2225 2226 22272228 2229 2230 2231 2232 2233 2234 2235 22362237 2238 2239 2240 2241 2242 2243 22442245 2246 224722482249 2261 2293 2294 2295 2311 2312 2313 2314 23152316 23192320 23212322 2323 2324 2325 2326 2327 2328 2329 23302331 2332 2333 23402341 23442345 2346 23472348 2349 23502351 2352 2354 2355 2356 2357 23582359 2360 2361 2362 23632364 23652366 23672368 23692370 2371 2372 2373 2374 2375 2376 2377 2379 2380 2381 2382 2383 2384 2385 2386 2392 23932394 2395 2396 2397 2398 2399 2400 2401 2402 2403 2404 2405 2406 24072408 2409 2410 2411 2412 241324142415 2416 2417 2418 2419 2420 2421242224232424 2425 2426 24272428 2429 2430 2434243524362437243824392440 2441 2442 2443 24442445 2446 2447 2448 24492450 2451 2452 2453 2454 2455 24562457 2458 2459 246024612462 2463 2464 2465 2466 24672468 2469 24702471 247224732474 24752476 2477 2478 2479 24802481 2482 2483 2484 2485 2486 248724882489 2490 249124922493 24942495 2496 2497 249824992500 2501250225032504 2505 25062507 2508 2509 2510 25112512 2513 2514 2515 2516 2517 2518 25192520 252125222523 2524 2525 2526 2527 2528 252925302531 25322533 25342535 2536 2537 25382539 2540 25412542 2543 2544 2545 25462547 2548 2549 2550255125522553 25542555 25562557 2558 2559 2560 25612562 25632564 2565 2566 2567 2568 2569 25702571 2572 2573 257425752576 2577 2578 257925802581 2582258325842585 25862587 25882589259025912592 2593 2594 2595 2596 2597 2598 2599 2600 26012602 2603 2604 2605 2606 2607 2608 2609 2610 2611 2612 261326142615 26162617 2618 2619 2620 2621 26222623 26242625 2626 26272628 2629 26302631 2632 2633 2634 2635 263626372638 2639 2640 2641 2642 264326442645 2646 26472648 2649 26502651 265226532654 2655 2656 2657 265826592660 26612662 2663 266426652666 2667 2668 2669 2670 2671 2672 267326742675 26762677 2678 2679 26802681 2682 2683 2684 2685 2686 2687268826892690 26912692 2693 26942695 2696 2697 2698 269927002701 2702 270327042705 2706 27072708 2709 2710 2711 2712 27132714 25 23 24 20 20 19 19 2 1 21 21 22 2 2 23 23 24 2425 2 5 22 2 3 2 4 24 25 2324 25 23 24 23 242424 2 1 22 25 22 23 24 26 23 24 25 2 4 23 24 25 23 24 25 23 24 26 22 202122 20 181921 17 14 12 12 15 17 18 20 20 2122 20 19 20 18 19 2 1 22 20 1 9 2122 22 18 20 17 1213 18 14 17 18 22 22 22 21 ANALYSIS POINT EXISTING SWALE DA2.1 (TO SCM #2) TC = 5 MIN. DA2.0 (TO SCM #1) TC = 5 MIN. DA2.2 (SCM BYPASS) TC = 5 MIN. 23 22 18 18 1 9 1 8 18 18 1 8 19 19 18 19 1 8 2 0 21 2223 22 22 21 21 2 2 20 21 21 20 2221 20 22 22 22 23 22 21 19 20 18 17 2 3 SCM #1 SCM #2 JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN S: \ 3 3 2 \ 3 7 6 3 0 - 1 0 7 - 3 3 2 - 2 7 2 0 9 1 5 _ C a s t l e H a y n N C \ D W G \ S h e e t \ E x h i b i t \ 3 7 6 3 0 . 1 0 7 - 3 3 2 - D A 2 . 0 . d w g | P l o t t e d o n 11 / 1 0 / 2 0 2 2 7 : 0 3 P M | b y Ap r i l B l y e PRELIMINARY - NOT RELEASED FOR CONSTRUCTION ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CASTLE HAYNE, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS 11/11/2022 DA2.0 PO S T - D E V E L O P M E N T D R A I N A G E A R E A M A P K.MUPPALA K.MUPPALA J.DOOLEY NA D 8 3 0 SCALE 1"=40' 80'40' IMPERVIOUS AREA DRAINAGE AREA BOUNDARY LEGEND 11/11/2022 CI R C L E K - R & R 2 7 2 0 9 1 5 - C A S T L E H A Y N E , N C CA S T L E H A Y N E - NE W H A N O V E R C O U N T Y - NC 37630.107 Circle K – R&R 2720915 Castle Hayne, NC Project Number: 37630.107 4 | www.timmons.com Peak Flow Analysis Wet Pond Worksheets Worksheet – SCS Curve Numbers Hydraflow Report Project:Circle K Castle Hayne Project No.: 37630.107 Calculated By: April Blye Date:11/03/2022 Total Suspended Solids (TSS)85% Nitrogen 30% Phosphorus n/a Description Acres Description Qty Inc Area Total Area Impervious Onsite 0.92 Lots 0 0 0.00 Future Impervious 0.03 Managed Pervious 0.23 Wooded 0.00 Subtotal 0.00 Description Length Imp/Ft Total Area Impervious Streets 0 0 0.00 Driveways 0 0 0.00 Subtotal 0.00 Total to Pond 1.18 Pond Basin CN 87 0.00 Acres 0.00 0.95 3.5 0.95 2.67 1,372 Total Drainage Area To SCM 1.18 3,723 Percent Impervious Area 80.5% Basin Characteristics Wet Pond Design Calculations Pollutant / Nutrient Removal SCM 1 Other Grand Total Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay & Main Pond Combined)Impervious Area Offsite Impervious Area Surface Area to Drainage Area Ratio for Permanent Pool Sizing Post-Development Drainage Area Estimated Impervious Area to Pond Lots Streets and SW Onsite Impervious Area Average Depth (ft) = Total Impervious Area SA/DA Ratio = Required SA (ft2) = SA as Shown (ft2) = SA/DA Ratio from latest NCDENR BMP Manual Elevation Main Forebay Depth Main Forebay Total (ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf) 11.0 12.0 179 -12.0 13.0 414 13.0 297 0 297 14.0 685 46 14.0 550 23 869 15.0 988 121 15.0 837 84 1,789 16.0 1,318 231 16.0 1,153 176 3,118 17.00 1,671 368 17.0 1,495 300 4,912 18.00 2,853 870 18.0 2,262 619 7,793 0.0 0 0 0 0.0 0 0 0 Total 18.0 6,592 1,201 7,793 18% Elevation Main Forebay Depth Inc Total (ft) Area (sf) Area (sf) (ft) Vol (cf) 18.0 3,723 0.00 Notes 19.00 4,243 -1.00 3,983 3,983 19.5 4,513 -1.50 2,189 6,172 WQE / TPE 20.0 4,791 -2.00 2,326 8,498 21.0 5,368 -3.00 5,080 13,578 -0.00 0 13,578 -0.00 0 13,578 0.00 0 13,578 Vperm =6,592 C.F. (Main Pond) Abottom shelf =1,671 S.F. (Main Pond) Depth of Water over shelf =1.00 FT Perimeter perm pool =183 L.F. (Main Pond) Width submerged part of shelf =6.0 FT Davg =3.62 FT Depth for SA/DA =3.50 FT (Round Dav down to nearest 0.5 ft) Where: Rv = Runoff Coefficient, in/in I = Percent Impervious I=80.5% Rv = 0.05 + 0.009(I) Rv =0.775 1.0 inch runoff volume (Required) Runoff volume, S=(Design rainfall) (Rv) (Drainage Area) Design Rainfall =1.5 inch Drainage Area =1.18 acres Storage Required =4,977 cu. ft. Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation 1.50 3,723 4,513 6,172 19.50 Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60) 1.500 Orfice Diameter (inches) 0.48 Driving Head to Centroid of Orfice (ft) (H/3) 0.024 Q1.0" Drawdown Rate (cfs) 4,977 Water Quality Volume (VWQ) VWQ/(Q1" x 86,400)Drawdown Time (days) 2.4 Drawdown Time (days) (2 - 5 days) Bottom of Sediment Storage Top of Sediment Storage SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool) Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume. Accum' Total Vol (cf) Permanent Pool Elevation Verify the Average Depth of Pool (Davg) - Equation 3. davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf 1.0" Water Quality Runoff Volume Calculation Water Quality and Quantity Volumes (Above Permanent / Normal Pool) Volume Storage For 1.5" Runoff Above Permanent Pool (Provided) Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume Wet Detention 22.50 ft 20.00 ft 21.00 ft 20.50 ft 4x4 ft interior 19.50 ft 18.00 ft 18.00 ft 18.00 ft 1.50 in n/a ft n/a in 17.00 ft 12.00 ft 11.00 ft (Min 1 ft) 15.00 ft 24.00 in Diameter RCP 60.00 ft 0.50 % 14.68 ft 19.66 ft 0.72 CFS 20.23 ft 6.37 CFS 20.50 ft 10.03 CFS 20.70 ft 18.05 CFS Top of Riser:20.50 1.5 in Orifice Elev 18.00 10' Berm 22.50 Spillway 21.00 100 Yr 20.70 25 Yr 20.50 10 Yr 20.23 2 Yr 19.66 Pond Bottom 12.00 See Plan for accurate outlet design Inv Out: 14.68 Perm Pool Sediment Bottom Invert Out:15.00 60 LF of 24'' RCP @ 18.00 11.00 ft Base:13.00 0.53% Outside Width 5.00 ft Walls = 8,775 LBS Inside Width 4.00 ft Base = 3,750 LBS Outside Length 5.00 ft Displaced Water = Inside Length 4.00 ft C.F. * 62.4 PCF = LBS Height 6.50 ft Outlet Pipe = 236 LBS Base Thick' (ft)1.00 ft WQ Orifice = 1 LBS Wall Thick' (ft)0.50 ft Ext Base (ft)0.00 ft Weir #1 =225 LBS V =163 C.F. Weir #2 =0 LBS Disp. Water =10,140 LBS Outlet Pipe 3.14 ft Weir #3 =0 LBS 15% F.S. =1,521 LBS WQ Orifice 0.01 ft Weir #4 =0 LBS Orifice #1 3.00 ft Other #1 =0 LBS Safety Factor 18.97% Orifice #2 0.00 ft Orifice #3 0.00 ft Weight =12,064 LBS Weight = 11,661 LBS Orifice #4 0.00 ft Other 0.00 ft Secondary Spillway Width Pond Type TSS Removal Top of Pond / Berm Pond / Riser Data & Elevations Bottom of Shelf Bottom of Secondary Spillway Top of Riser Riser Type / Size Top of Water Quality / Temp Pool Elev Top of Shelf Permanent Pool Elevation (Normal Pool) Orifice Elevation & Size Secondary Orifice Elevation & Size Top of Sediment Storage / Pond Bottom Bottom of Sediment Storage Invert Out of Riser Outlet Pipe Size Outlet Pipe Length & Slope Downstream Outlet Elevation 2 Yr Water Surface Elev / Peak Flow (CFS) 10 Yr Water Surface Elev Peak Flow (CFS) 25 Yr Water Surface Elev Peak Flow (CFS) 100 Yr Water Surface Elev Peak Flow (CFS) Pond Detail Add 15% Factor of Safety Precast Concrete Riser Structure to be 4 ft x 4 ft x 6.5 ft Tall, With a 1 ft Thick Precast Extended Base Anti-Bouyancy Calculations for the Riser Structure Riser Dimensions Weight of Structure Displaced Volume V = LxWx(HT+Base) = C.F. Areas Removed from Riser Diss Pad Project:Circle K Castle Hayne Project No.: 37630.107 Calculated By: April Blye Date:11/03/2022 Total Suspended Solids (TSS)85% Nitrogen 30% Phosphorus n/a Description Acres Description Qty Inc Area Total Area Impervious Onsite 0.59 Lots 0 0 0.00 Future Impervious 0.03 Managed Pervious 0.33 Wooded 0.00 Subtotal 0.00 Description Length Imp/Ft Total Area Impervious Streets 0 0 0.00 Driveways 0 0 0.00 Subtotal 0.00 Total to Pond 0.95 Pond Basin CN 78 0.00 Acres 0.00 0.62 3.5 0.62 2.12 877 Total Drainage Area To SCM 0.95 4,004 Percent Impervious Area 65.3% Basin Characteristics Wet Pond Design Calculations Pollutant / Nutrient Removal SCM 2 Other Grand Total Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay & Main Pond Combined)Impervious Area Offsite Impervious Area Surface Area to Drainage Area Ratio for Permanent Pool Sizing Post-Development Drainage Area Estimated Impervious Area to Pond Lots Streets and SW Onsite Impervious Area Average Depth (ft) = Total Impervious Area SA/DA Ratio = Required SA (ft2) = SA as Shown (ft2) = SA/DA Ratio from latest NCDENR BMP Manual Elevation Main Forebay Depth Main Forebay Total (ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf) 11.0 12.0 400 -12.0 13.0 595 13.0 498 0 498 14.0 827 22 14.0 711 11 1,220 15.0 1,099 88 15.0 963 55 2,238 16.0 1,410 213 16.0 1,255 151 3,643 17.00 1,734 372 17.0 1,572 293 5,507 18.00 2,863 1,141 18.0 2,299 757 8,562 0.0 0 0 0 0.0 0 0 0 Total 18.0 7,297 1,266 8,562 17% Elevation Main Forebay Depth Inc Total (ft) Area (sf) Area (sf) (ft) Vol (cf) 18.0 4,004 0.00 Notes 19.0 4,352 -1.00 4,178 4,178 WQE / TPE 19.5 4,532 -1.50 2,221 6,399 WQE / TPE 20.0 4,712 -2.00 2,311 8,710 21.0 5,073 -3.00 4,893 13,603 22.0 5,437 -4.00 5,255 18,858 -0.00 0 18,858 0.00 0 18,858 Vperm =7,297 C.F. (Main Pond) Abottom shelf =1,734 S.F. (Main Pond) Depth of Water over shelf =1.00 FT Perimeter perm pool =168 L.F. (Main Pond) Width submerged part of shelf =6.0 FT Davg =3.92 FT Depth for SA/DA =3.50 FT (Round Dav down to nearest 0.5 ft) Where: Rv = Runoff Coefficient, in/in I = Percent Impervious I=65.3% Rv = 0.05 + 0.009(I) Rv =0.637 1.0 inch runoff volume (Required) Runoff volume, S=(Design rainfall) (Rv) (Drainage Area) Design Rainfall =1.5 inch Drainage Area =0.95 acres Storage Required =3,297 cu. ft. Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation 1.00 4,004 4,352 4,178 19.00 Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60) 1.250 Orfice Diameter (inches) 0.32 Driving Head to Centroid of Orfice (ft) (H/3) 0.013 Q1.0" Drawdown Rate (cfs) 3,297 Water Quality Volume (VWQ) VWQ/(Q1" x 86,400)Drawdown Time (days) 2.9 Drawdown Time (days) (2 - 5 days) Bottom of Sediment Storage Top of Sediment Storage SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool) Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume. Accum' Total Vol (cf) Permanent Pool Elevation Verify the Average Depth of Pool (Davg) - Equation 3. davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf 1.0" Water Quality Runoff Volume Calculation Water Quality and Quantity Volumes (Above Permanent / Normal Pool) Volume Storage For 1.5" Runoff Above Permanent Pool (Provided) Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume Wet Detention 22.00 ft 20.00 ft 20.50 ft 20.00 ft 4x4 ft interior 19.00 ft 18.00 ft 18.00 ft 18.00 ft 1.25 in n/a ft n/a in 17.00 ft 12.00 ft 11.00 ft (Min 1 ft) 15.00 ft 18.00 in Diameter RCP 28.00 ft 1.00 % 14.72 ft 19.07 ft 0.19 CFS 19.56 ft 2.85 CFS 19.89 ft 5.64 CFS 20.18 ft 12.88 CFS Top of Riser:20.00 1.25 in Orifice Elev 18.00 10' Berm 22.00 Spillway 20.50 100 Yr 20.18 25 Yr 19.89 10 Yr 19.56 2 Yr 19.07 Pond Bottom 12.00 See Plan for accurate outlet design Inv Out: 14.72 Perm Pool Sediment Bottom Invert Out:15.00 28 LF of 18'' RCP @ 18.00 11.00 ft Base:13.00 1.00% Outside Width 5.00 ft Walls = 8,100 LBS Inside Width 4.00 ft Base = 3,750 LBS Outside Length 5.00 ft Displaced Water = Inside Length 4.00 ft C.F. * 62.4 PCF = LBS Height 6.00 ft Outlet Pipe = 132 LBS Base Thick' (ft)1.00 ft WQ Orifice = 1 LBS Wall Thick' (ft)0.50 ft Ext Base (ft)0.00 ft Weir #1 =150 LBS V =150 C.F. Weir #2 =0 LBS Disp. Water =9,360 LBS Outlet Pipe 1.77 ft Weir #3 =0 LBS 15% F.S. =1,404 LBS WQ Orifice 0.01 ft Weir #4 =0 LBS Orifice #1 2.00 ft Other #1 =0 LBS Safety Factor 23.58% Orifice #2 0.00 ft Orifice #3 0.00 ft Weight =11,567 LBS Weight = 10,764 LBS Orifice #4 0.00 ft Other 0.00 ft Secondary Spillway Width Pond Type TSS Removal Top of Pond / Berm Pond / Riser Data & Elevations Bottom of Shelf Bottom of Secondary Spillway Top of Riser Riser Type / Size Top of Water Quality / Temp Pool Elev Top of Shelf Permanent Pool Elevation (Normal Pool) Orifice Elevation & Size Secondary Orifice Elevation & Size Top of Sediment Storage / Pond Bottom Bottom of Sediment Storage Invert Out of Riser Outlet Pipe Size Outlet Pipe Length & Slope Downstream Outlet Elevation 2 Yr Water Surface Elev / Peak Flow (CFS) 10 Yr Water Surface Elev Peak Flow (CFS) 25 Yr Water Surface Elev Peak Flow (CFS) 100 Yr Water Surface Elev Peak Flow (CFS) Pond Detail Add 15% Factor of Safety Precast Concrete Riser Structure to be 4 ft x 4 ft x 6 ft Tall, With a 1 ft Thick Precast Extended Base Anti-Bouyancy Calculations for the Riser Structure Riser Dimensions Weight of Structure Displaced Volume V = LxWx(HT+Base) = C.F. Areas Removed from Riser Diss Pad Project: Circle K - Castle Hayne Project No.: 37630.107 Calculated By: April Blye Date: 11/1/2022 SCS Weighted Curve Numbers - Pre-Development *CNi Ai (Ac)CNi x Ai 30 2.44 73 39 2.21 86 61 0.41 25 72 0.16 11 82 0.04 3 98 0.96 94 6.22 293 ∑ (Ci x Ai) ∑ Ai Cc = = 47 Category Woods (A Soils) Lawns/Managed Open Space (A Soils) TIMMONS GROUP Impervious Area (Dirt, A Soils) Impervious Area (Dirt, B Soils) Impervious Area (Pavement/Roofs, A & B Soils) Lawns/Managed Open Space (B Soils) DA 1.0 Project: Circle K - Castle Hayne Project No.: 37630.107 Calculated By: April Blye Date: 11/1/2022 SCS Weighted Curve Numbers - Post-Development *CNi Ai (Ac)CNi x Ai 98 0.95 93 Includes .03 ac impervious contingency 39 0.20 8 61 0.03 2 1.18 103 ∑ (Ci x Ai) ∑ Ai *CNi Ai (Ac)CNi x Ai 98 0.62 61 Includes .03 ac impervious contingency 39 0.33 13 0.95 74 ∑ (Ci x Ai) ∑ Ai *CNi Ai (Ac)CNi x Ai 98 0.78 76 55 1.53 84 39 1.36 53 61 0.42 26 4.09 163 ∑ (Ci x Ai) ∑ Ai Impervious TIMMONS GROUP DA 2.0 (TO SCM #1) Category Impervious Lawns/Managed Open Space (A Soils) Lawns/Managed Open Space (B Soils) Cc = = 87 DA 2.1 (TO SCM #2) Category Cc = = 40 Lawns/Managed Open Space (A Soils) Cc = = 78 Impervious DA 2.2 (SCM BYPASS) Category Woods (A Soils) Lawns/Managed Open Space (A Soils) Lawns/Managed Open Space (B Soils) 1 2 3 4 5 6 7 8 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: 37630.107_strm.gpw Thursday, 11 / 3 / 2022 Hyd.Origin Description Legend 1 SCS Runoff DA1.0 (Pre-Development) 2 SCS Runoff DA2.0 (to SCM 1) 3 SCS Runoff DA2.1 (to SCM 2) 4 SCS Runoff DA2.2 (SCM Bypass) 5 Reservoir SCM #1 (Wet Pond) 6 Reservoir SCM #2 (Wet Pond) 7 Combine Post-Development (Detained) 8 Combine Post-Development (No Detention) Hydraflow Table of Contents 37630.107_strm.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, DA1.0 (Pre-Development)..................................................... 4 TR-55 Tc Worksheet............................................................................................................ 5 Hydrograph No. 2, SCS Runoff, DA2.0 (to SCM 1).................................................................. 6 Hydrograph No. 3, SCS Runoff, DA2.1 (to SCM 2).................................................................. 7 Hydrograph No. 4, SCS Runoff, DA2.2 (SCM Bypass)............................................................ 8 Hydrograph No. 5, Reservoir, SCM #1 (Wet Pond).................................................................. 9 Pond Report - SCM #1 (Wet Pond)................................................................................... 10 Hydrograph No. 6, Reservoir, SCM #2 (Wet Pond)................................................................ 11 Pond Report - SCM #2 (Wet Pond)................................................................................... 12 Hydrograph No. 7, Combine, Post-Development (Detained).................................................13 Hydrograph No. 8, Combine, Post-Development (No Detention)........................................... 14 2 - Year Summary Report....................................................................................................................... 15 Hydrograph Reports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, DA1.0 (Pre-Development)................................................... 16 Hydrograph No. 2, SCS Runoff, DA2.0 (to SCM 1)................................................................ 17 Hydrograph No. 3, SCS Runoff, DA2.1 (to SCM 2)................................................................ 18 Hydrograph No. 4, SCS Runoff, DA2.2 (SCM Bypass).......................................................... 19 Hydrograph No. 5, Reservoir, SCM #1 (Wet Pond)................................................................ 20 Hydrograph No. 6, Reservoir, SCM #2 (Wet Pond)................................................................ 21 Hydrograph No. 7, Combine, Post-Development (Detained).................................................22 Hydrograph No. 8, Combine, Post-Development (No Detention)........................................... 23 10 - Year Summary Report....................................................................................................................... 24 Hydrograph Reports................................................................................................................. 25 Hydrograph No. 1, SCS Runoff, DA1.0 (Pre-Development)................................................... 25 Hydrograph No. 2, SCS Runoff, DA2.0 (to SCM 1)................................................................ 26 Hydrograph No. 3, SCS Runoff, DA2.1 (to SCM 2)................................................................ 27 Hydrograph No. 4, SCS Runoff, DA2.2 (SCM Bypass).......................................................... 28 Hydrograph No. 5, Reservoir, SCM #1 (Wet Pond)................................................................ 29 Hydrograph No. 6, Reservoir, SCM #2 (Wet Pond)................................................................ 30 Hydrograph No. 7, Combine, Post-Development (Detained).................................................31 Hydrograph No. 8, Combine, Post-Development (No Detention)........................................... 32 25 - Year Summary Report....................................................................................................................... 33 Hydrograph Reports................................................................................................................. 34 Hydrograph No. 1, SCS Runoff, DA1.0 (Pre-Development)................................................... 34 Hydrograph No. 2, SCS Runoff, DA2.0 (to SCM 1)................................................................ 35 Contents continued...37630.107_strm.gpw Hydrograph No. 3, SCS Runoff, DA2.1 (to SCM 2)................................................................ 36 Hydrograph No. 4, SCS Runoff, DA2.2 (SCM Bypass).......................................................... 37 Hydrograph No. 5, Reservoir, SCM #1 (Wet Pond)................................................................ 38 Hydrograph No. 6, Reservoir, SCM #2 (Wet Pond)................................................................ 39 Hydrograph No. 7, Combine, Post-Development (Detained).................................................40 Hydrograph No. 8, Combine, Post-Development (No Detention)........................................... 41 100 - Year Summary Report....................................................................................................................... 42 Hydrograph Reports................................................................................................................. 43 Hydrograph No. 1, SCS Runoff, DA1.0 (Pre-Development)................................................... 43 Hydrograph No. 2, SCS Runoff, DA2.0 (to SCM 1)................................................................ 44 Hydrograph No. 3, SCS Runoff, DA2.1 (to SCM 2)................................................................ 45 Hydrograph No. 4, SCS Runoff, DA2.2 (SCM Bypass).......................................................... 46 Hydrograph No. 5, Reservoir, SCM #1 (Wet Pond)................................................................ 47 Hydrograph No. 6, Reservoir, SCM #2 (Wet Pond)................................................................ 48 Hydrograph No. 7, Combine, Post-Development (Detained).................................................49 Hydrograph No. 8, Combine, Post-Development (No Detention)........................................... 50 IDF Report.................................................................................................................. 51 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 SCS Runoff ------ 0.288 2.023 ------- ------- 13.34 24.10 ------- 48.06 DA1.0 (Pre-Development) 2 SCS Runoff ------ 4.785 6.164 ------- ------- 10.48 13.55 ------- 19.40 DA2.0 (to SCM 1) 3 SCS Runoff ------ 2.777 3.813 ------- ------- 7.240 9.750 ------- 14.57 DA2.1 (to SCM 2) 4 SCS Runoff ------ 0.017 0.088 ------- ------- 4.848 11.00 ------- 25.45 DA2.2 (SCM Bypass) 5 Reservoir 2 0.052 0.067 ------- ------- 2.129 6.802 ------- 16.44 SCM #1 (Wet Pond) 6 Reservoir 3 0.039 0.189 ------- ------- 2.853 5.642 ------- 12.88 SCM #2 (Wet Pond) 7 Combine 4, 5, 6 0.108 0.324 ------- ------- 7.826 21.37 ------- 54.58 Post-Development (Detained) 8 Combine 2, 3, 4, 7.552 9.977 ------- ------- 22.01 33.48 ------- 58.35 Post-Development (No Detention) Proj. file: 37630.107_strm.gpw Thursday, 11 / 3 / 2022 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 SCS Runoff 0.288 2 726 4,187 ------ ------ ------ DA1.0 (Pre-Development) 2 SCS Runoff 4.785 2 716 9,854 ------ ------ ------ DA2.0 (to SCM 1) 3 SCS Runoff 2.777 2 718 5,590 ------ ------ ------ DA2.1 (to SCM 2) 4 SCS Runoff 0.017 2 1076 564 ------ ------ ------ DA2.2 (SCM Bypass) 5 Reservoir 0.052 2 1188 5,831 2 17.84 7,792 SCM #1 (Wet Pond) 6 Reservoir 0.039 2 1156 5,543 3 18.96 4,015 SCM #2 (Wet Pond) 7 Combine 0.108 2 1104 11,938 4, 5, 6 ------ ------ Post-Development (Detained) 8 Combine 7.552 2 716 16,007 2, 3, 4, ------ ------ Post-Development (No Detention) 37630.107_strm.gpw Return Period: 1 Year Thursday, 11 / 3 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 1 DA1.0 (Pre-Development) Hydrograph type = SCS Runoff Peak discharge = 0.288 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 4,187 cuft Drainage area = 6.220 ac Curve number = 47 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.90 min Total precip. = 3.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) DA1.0 (Pre-Development) Hyd. No. 1 -- 1 Year Hyd No. 1 TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 1 DA1.0 (Pre-Development) Description A B C Totals Sheet Flow Manning's n-value = 0.020 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.61 0.00 0.00 Land slope (%) = 1.20 0.00 0.00 Travel Time (min) = 1.15 + 0.00 + 0.00 = 1.15 Shallow Concentrated Flow Flow length (ft) = 296.00 0.00 0.00 Watercourse slope (%) = 1.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.77 0.00 0.00 Travel Time (min) = 2.79 + 0.00 + 0.00 = 2.79 Channel Flow X sectional flow area (sqft) = 4.00 1.76 0.00 Wetted perimeter (ft) = 3.60 4.71 0.00 Channel slope (%) = 0.10 1.70 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =3.37 6.70 0.00 Flow length (ft) ({0})421.0 337.0 0.0 Travel Time (min) = 2.08 + 0.84 + 0.00 = 2.92 Total Travel Time, Tc .............................................................................. 6.90 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 2 DA2.0 (to SCM 1) Hydrograph type = SCS Runoff Peak discharge = 4.785 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 9,854 cuft Drainage area = 1.180 ac Curve number = 87 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 II Storm duration = 24 hrs Shape factor = 484 6 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 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 (hrs) DA2.0 (to SCM 1) Hyd. No. 2 -- 1 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 3 DA2.1 (to SCM 2) Hydrograph type = SCS Runoff Peak discharge = 2.777 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 5,590 cuft Drainage area = 0.950 ac Curve number = 78 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 II Storm duration = 24 hrs Shape factor = 484 7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) DA2.1 (to SCM 2) Hyd. No. 3 -- 1 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 4 DA2.2 (SCM Bypass) Hydrograph type = SCS Runoff Peak discharge = 0.017 cfs Storm frequency = 1 yrs Time to peak = 17.93 hrs Time interval = 2 min Hyd. volume = 564 cuft Drainage area = 4.090 ac Curve number = 40 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 II Storm duration = 24 hrs Shape factor = 484 8 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (hrs) DA2.2 (SCM Bypass) Hyd. No. 4 -- 1 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 5 SCM #1 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 0.052 cfs Storm frequency = 1 yrs Time to peak = 19.80 hrs Time interval = 2 min Hyd. volume = 5,831 cuft Inflow hyd. No. = 2 - DA2.0 (to SCM 1) Max. Elevation = 17.84 ft Reservoir name = SCM #1 (Wet Pond) Max. Storage = 7,792 cuft Storage Indication method used. 9 0 8 16 24 32 40 48 56 64 72 80 88 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 (hrs) SCM #1 (Wet Pond) Hyd. No. 5 -- 1 Year Hyd No. 5 Hyd No. 2 Total storage used = 7,792 cuft Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Pond No. 1 - SCM #1 (Wet Pond) Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 17.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 16.00 3,723 0 0 1.00 17.00 4,243 3,983 3,983 2.00 18.00 4,791 4,517 8,500 3.00 19.00 5,368 5,080 13,580 4.00 20.00 5,973 5,671 19,250 4.50 20.50 6,286 3,065 22,315 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 24.00 1.50 0.00 0.00 Span (in)= 24.00 1.50 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 14.00 17.00 0.00 0.00 Length (ft)= 50.00 0.50 0.00 0.00 Slope (%)= 1.00 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 3.00 0.00 Crest El. (ft)= 19.50 20.00 18.50 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). 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 Stage (ft) 0.00 16.00 1.00 17.00 2.00 18.00 3.00 19.00 4.00 20.00 5.00 21.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 6 SCM #2 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 0.039 cfs Storm frequency = 1 yrs Time to peak = 19.27 hrs Time interval = 2 min Hyd. volume = 5,543 cuft Inflow hyd. No. = 3 - DA2.1 (to SCM 2) Max. Elevation = 18.96 ft Reservoir name = SCM #2 (Wet Pond) Max. Storage = 4,015 cuft Storage Indication method used. 11 0 10 20 30 40 50 60 70 80 90 100 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) SCM #2 (Wet Pond) Hyd. No. 6 -- 1 Year Hyd No. 6 Hyd No. 3 Total storage used = 4,015 cuft Pond Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Pond No. 2 - SCM #2 (Wet Pond) Pond Data Contours -User-defined contour areas. Average end area 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 4,004 0 0 1.00 19.00 4,352 4,178 4,178 2.00 20.00 4,712 4,532 8,710 3.00 21.00 5,073 4,893 13,603 4.00 22.00 5,437 5,255 18,858 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)= 15.00 18.00 0.00 0.00 Length (ft)= 50.00 0.50 0.00 0.00 Slope (%)= 1.00 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 2.00 0.00 Crest El. (ft)= 20.00 20.50 19.00 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). 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 Stage (ft) 0.00 18.00 1.00 19.00 2.00 20.00 3.00 21.00 4.00 22.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 7 Post-Development (Detained) Hydrograph type = Combine Peak discharge = 0.108 cfs Storm frequency = 1 yrs Time to peak = 18.40 hrs Time interval = 2 min Hyd. volume = 11,938 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.090 ac 13 0 10 20 30 40 50 60 70 80 90 100 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 (hrs) Post-Development (Detained) Hyd. No. 7 -- 1 Year Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 8 Post-Development (No Detention) Hydrograph type = Combine Peak discharge = 7.552 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 16,007 cuft Inflow hyds. = 2, 3, 4 Contrib. drain. area = 6.220 ac 14 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Post-Development (No Detention) Hyd. No. 8 -- 1 Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Summary Report 15 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 SCS Runoff 2.023 2 722 9,166 ------ ------ ------ DA1.0 (Pre-Development) 2 SCS Runoff 6.164 2 716 12,856 ------ ------ ------ DA2.0 (to SCM 1) 3 SCS Runoff 3.813 2 716 7,707 ------ ------ ------ DA2.1 (to SCM 2) 4 SCS Runoff 0.088 2 744 2,172 ------ ------ ------ DA2.2 (SCM Bypass) 5 Reservoir 0.067 2 1180 8,833 2 18.33 10,185 SCM #1 (Wet Pond) 6 Reservoir 0.189 2 786 7,661 3 19.07 4,495 SCM #2 (Wet Pond) 7 Combine 0.324 2 788 18,667 4, 5, 6 ------ ------ Post-Development (Detained) 8 Combine 9.977 2 716 22,735 2, 3, 4, ------ ------ Post-Development (No Detention) 37630.107_strm.gpw Return Period: 2 Year Thursday, 11 / 3 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 1 DA1.0 (Pre-Development) Hydrograph type = SCS Runoff Peak discharge = 2.023 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 9,166 cuft Drainage area = 6.220 ac Curve number = 47 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.90 min Total precip. = 4.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 16 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) DA1.0 (Pre-Development) Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 2 DA2.0 (to SCM 1) Hydrograph type = SCS Runoff Peak discharge = 6.164 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 12,856 cuft Drainage area = 1.180 ac Curve number = 87 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 II Storm duration = 24 hrs Shape factor = 484 17 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 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 (hrs) DA2.0 (to SCM 1) Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 3 DA2.1 (to SCM 2) Hydrograph type = SCS Runoff Peak discharge = 3.813 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 7,707 cuft Drainage area = 0.950 ac Curve number = 78 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 II Storm duration = 24 hrs Shape factor = 484 18 0 2 4 6 8 10 12 14 16 18 20 22 24 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 (hrs) DA2.1 (to SCM 2) Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 4 DA2.2 (SCM Bypass) Hydrograph type = SCS Runoff Peak discharge = 0.088 cfs Storm frequency = 2 yrs Time to peak = 12.40 hrs Time interval = 2 min Hyd. volume = 2,172 cuft Drainage area = 4.090 ac Curve number = 40 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 II Storm duration = 24 hrs Shape factor = 484 19 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (hrs) DA2.2 (SCM Bypass) Hyd. No. 4 -- 2 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 5 SCM #1 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 0.067 cfs Storm frequency = 2 yrs Time to peak = 19.67 hrs Time interval = 2 min Hyd. volume = 8,833 cuft Inflow hyd. No. = 2 - DA2.0 (to SCM 1) Max. Elevation = 18.33 ft Reservoir name = SCM #1 (Wet Pond) Max. Storage = 10,185 cuft Storage Indication method used. 20 0 8 16 24 32 40 48 56 64 72 80 88 96 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 (hrs) SCM #1 (Wet Pond) Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 2 Total storage used = 10,185 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 6 SCM #2 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 0.189 cfs Storm frequency = 2 yrs Time to peak = 13.10 hrs Time interval = 2 min Hyd. volume = 7,661 cuft Inflow hyd. No. = 3 - DA2.1 (to SCM 2) Max. Elevation = 19.07 ft Reservoir name = SCM #2 (Wet Pond) Max. Storage = 4,495 cuft Storage Indication method used. 21 0 8 16 24 32 40 48 56 64 72 80 88 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 (hrs) SCM #2 (Wet Pond) Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 3 Total storage used = 4,495 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 7 Post-Development (Detained) Hydrograph type = Combine Peak discharge = 0.324 cfs Storm frequency = 2 yrs Time to peak = 13.13 hrs Time interval = 2 min Hyd. volume = 18,667 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.090 ac 22 0 8 16 24 32 40 48 56 64 72 80 88 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 (hrs) Post-Development (Detained) Hyd. No. 7 -- 2 Year Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 8 Post-Development (No Detention) Hydrograph type = Combine Peak discharge = 9.977 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 22,735 cuft Inflow hyds. = 2, 3, 4 Contrib. drain. area = 6.220 ac 23 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 Q (cfs) Time (hrs) Post-Development (No Detention) Hyd. No. 8 -- 2 Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Summary Report 24 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 SCS Runoff 13.34 2 720 33,448 ------ ------ ------ DA1.0 (Pre-Development) 2 SCS Runoff 10.48 2 716 22,586 ------ ------ ------ DA2.0 (to SCM 1) 3 SCS Runoff 7.240 2 716 14,908 ------ ------ ------ DA2.1 (to SCM 2) 4 SCS Runoff 4.848 2 718 12,512 ------ ------ ------ DA2.2 (SCM Bypass) 5 Reservoir 2.129 2 726 18,563 2 18.85 12,798 SCM #1 (Wet Pond) 6 Reservoir 2.853 2 722 14,861 3 19.56 6,718 SCM #2 (Wet Pond) 7 Combine 7.826 2 720 45,937 4, 5, 6 ------ ------ Post-Development (Detained) 8 Combine 22.01 2 718 50,006 2, 3, 4, ------ ------ Post-Development (No Detention) 37630.107_strm.gpw Return Period: 10 Year Thursday, 11 / 3 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 1 DA1.0 (Pre-Development) Hydrograph type = SCS Runoff Peak discharge = 13.34 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 33,448 cuft Drainage area = 6.220 ac Curve number = 47 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.90 min Total precip. = 7.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 25 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) DA1.0 (Pre-Development) Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 2 DA2.0 (to SCM 1) Hydrograph type = SCS Runoff Peak discharge = 10.48 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 22,586 cuft Drainage area = 1.180 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 26 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 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 (hrs) DA2.0 (to SCM 1) Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 3 DA2.1 (to SCM 2) Hydrograph type = SCS Runoff Peak discharge = 7.240 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 14,908 cuft Drainage area = 0.950 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 27 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 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 (hrs) DA2.1 (to SCM 2) Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 4 DA2.2 (SCM Bypass) Hydrograph type = SCS Runoff Peak discharge = 4.848 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 12,512 cuft Drainage area = 4.090 ac Curve number = 40 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 28 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) DA2.2 (SCM Bypass) Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 5 SCM #1 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 2.129 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 18,563 cuft Inflow hyd. No. = 2 - DA2.0 (to SCM 1) Max. Elevation = 18.85 ft Reservoir name = SCM #1 (Wet Pond) Max. Storage = 12,798 cuft Storage Indication method used. 29 0 6 12 18 24 30 36 42 48 54 60 66 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 (hrs) SCM #1 (Wet Pond) Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 2 Total storage used = 12,798 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 6 SCM #2 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 2.853 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 14,861 cuft Inflow hyd. No. = 3 - DA2.1 (to SCM 2) Max. Elevation = 19.56 ft Reservoir name = SCM #2 (Wet Pond) Max. Storage = 6,718 cuft Storage Indication method used. 30 0 4 8 12 16 20 24 28 32 36 40 44 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 (hrs) SCM #2 (Wet Pond) Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 3 Total storage used = 6,718 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 7 Post-Development (Detained) Hydrograph type = Combine Peak discharge = 7.826 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 45,937 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.090 ac 31 0 4 8 12 16 20 24 28 32 36 40 44 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 (hrs) Post-Development (Detained) Hyd. No. 7 -- 10 Year Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 8 Post-Development (No Detention) Hydrograph type = Combine Peak discharge = 22.01 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 50,006 cuft Inflow hyds. = 2, 3, 4 Contrib. drain. area = 6.220 ac 32 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Post-Development (No Detention) Hyd. No. 8 -- 10 Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Summary Report 33 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 SCS Runoff 24.10 2 720 56,720 ------ ------ ------ DA1.0 (Pre-Development) 2 SCS Runoff 13.55 2 716 29,741 ------ ------ ------ DA2.0 (to SCM 1) 3 SCS Runoff 9.750 2 716 20,379 ------ ------ ------ DA2.1 (to SCM 2) 4 SCS Runoff 11.00 2 718 23,724 ------ ------ ------ DA2.2 (SCM Bypass) 5 Reservoir 6.802 2 722 25,719 2 19.27 15,091 SCM #1 (Wet Pond) 6 Reservoir 5.642 2 722 20,333 3 19.89 8,208 SCM #2 (Wet Pond) 7 Combine 21.37 2 720 69,775 4, 5, 6 ------ ------ Post-Development (Detained) 8 Combine 33.48 2 718 73,844 2, 3, 4, ------ ------ Post-Development (No Detention) 37630.107_strm.gpw Return Period: 25 Year Thursday, 11 / 3 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 1 DA1.0 (Pre-Development) Hydrograph type = SCS Runoff Peak discharge = 24.10 cfs Storm frequency = 25 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 56,720 cuft Drainage area = 6.220 ac Curve number = 47 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.90 min Total precip. = 8.98 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 34 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 28.00 28.00 Q (cfs) Time (hrs) DA1.0 (Pre-Development) Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 2 DA2.0 (to SCM 1) Hydrograph type = SCS Runoff Peak discharge = 13.55 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 29,741 cuft Drainage area = 1.180 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.98 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 35 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 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 (hrs) DA2.0 (to SCM 1) Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 3 DA2.1 (to SCM 2) Hydrograph type = SCS Runoff Peak discharge = 9.750 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 20,379 cuft Drainage area = 0.950 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.98 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 36 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 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 Q (cfs) Time (hrs) DA2.1 (to SCM 2) Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 4 DA2.2 (SCM Bypass) Hydrograph type = SCS Runoff Peak discharge = 11.00 cfs Storm frequency = 25 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 23,724 cuft Drainage area = 4.090 ac Curve number = 40 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.98 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 37 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) DA2.2 (SCM Bypass) Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 5 SCM #1 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 6.802 cfs Storm frequency = 25 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 25,719 cuft Inflow hyd. No. = 2 - DA2.0 (to SCM 1) Max. Elevation = 19.27 ft Reservoir name = SCM #1 (Wet Pond) Max. Storage = 15,091 cuft Storage Indication method used. 38 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 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 (hrs) SCM #1 (Wet Pond) Hyd. No. 5 -- 25 Year Hyd No. 5 Hyd No. 2 Total storage used = 15,091 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 6 SCM #2 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 5.642 cfs Storm frequency = 25 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 20,333 cuft Inflow hyd. No. = 3 - DA2.1 (to SCM 2) Max. Elevation = 19.89 ft Reservoir name = SCM #2 (Wet Pond) Max. Storage = 8,208 cuft Storage Indication method used. 39 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 Q (cfs) Time (hrs) SCM #2 (Wet Pond) Hyd. No. 6 -- 25 Year Hyd No. 6 Hyd No. 3 Total storage used = 8,208 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 7 Post-Development (Detained) Hydrograph type = Combine Peak discharge = 21.37 cfs Storm frequency = 25 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 69,775 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.090 ac 40 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Post-Development (Detained) Hyd. No. 7 -- 25 Year Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 8 Post-Development (No Detention) Hydrograph type = Combine Peak discharge = 33.48 cfs Storm frequency = 25 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 73,844 cuft Inflow hyds. = 2, 3, 4 Contrib. drain. area = 6.220 ac 41 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (hrs) Post-Development (No Detention) Hyd. No. 8 -- 25 Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Summary Report 42 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 SCS Runoff 48.06 2 720 110,110 ------ ------ ------ DA1.0 (Pre-Development) 2 SCS Runoff 19.40 2 716 43,650 ------ ------ ------ DA2.0 (to SCM 1) 3 SCS Runoff 14.57 2 716 31,213 ------ ------ ------ DA2.1 (to SCM 2) 4 SCS Runoff 25.45 2 718 51,272 ------ ------ ------ DA2.2 (SCM Bypass) 5 Reservoir 16.44 2 720 39,627 2 19.67 17,361 SCM #1 (Wet Pond) 6 Reservoir 12.88 2 718 31,167 3 20.18 9,606 SCM #2 (Wet Pond) 7 Combine 54.58 2 718 122,066 4, 5, 6 ------ ------ Post-Development (Detained) 8 Combine 58.35 2 716 126,135 2, 3, 4, ------ ------ Post-Development (No Detention) 37630.107_strm.gpw Return Period: 100 Year Thursday, 11 / 3 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 1 DA1.0 (Pre-Development) Hydrograph type = SCS Runoff Peak discharge = 48.06 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 110,110 cuft Drainage area = 6.220 ac Curve number = 47 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.90 min Total precip. = 12.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 43 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (hrs) DA1.0 (Pre-Development) Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 2 DA2.0 (to SCM 1) Hydrograph type = SCS Runoff Peak discharge = 19.40 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 43,650 cuft Drainage area = 1.180 ac Curve number = 87 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 II Storm duration = 24 hrs Shape factor = 484 44 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 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 (hrs) DA2.0 (to SCM 1) Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 3 DA2.1 (to SCM 2) Hydrograph type = SCS Runoff Peak discharge = 14.57 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 31,213 cuft Drainage area = 0.950 ac Curve number = 78 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 II Storm duration = 24 hrs Shape factor = 484 45 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 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 (hrs) DA2.1 (to SCM 2) Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 4 DA2.2 (SCM Bypass) Hydrograph type = SCS Runoff Peak discharge = 25.45 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 51,272 cuft Drainage area = 4.090 ac Curve number = 40 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 II Storm duration = 24 hrs Shape factor = 484 46 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 28.00 28.00 Q (cfs) Time (hrs) DA2.2 (SCM Bypass) Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 5 SCM #1 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 16.44 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 39,627 cuft Inflow hyd. No. = 2 - DA2.0 (to SCM 1) Max. Elevation = 19.67 ft Reservoir name = SCM #1 (Wet Pond) Max. Storage = 17,361 cuft Storage Indication method used. 47 0 2 4 6 8 10 12 14 16 18 20 22 24 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 (hrs) SCM #1 (Wet Pond) Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 2 Total storage used = 17,361 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 6 SCM #2 (Wet Pond) Hydrograph type = Reservoir Peak discharge = 12.88 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 31,167 cuft Inflow hyd. No. = 3 - DA2.1 (to SCM 2) Max. Elevation = 20.18 ft Reservoir name = SCM #2 (Wet Pond) Max. Storage = 9,606 cuft Storage Indication method used. 48 0 2 4 6 8 10 12 14 16 18 20 22 24 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 (hrs) SCM #2 (Wet Pond) Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 3 Total storage used = 9,606 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 7 Post-Development (Detained) Hydrograph type = Combine Peak discharge = 54.58 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 122,066 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.090 ac 49 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (hrs) Post-Development (Detained) Hyd. No. 7 -- 100 Year Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Hyd. No. 8 Post-Development (No Detention) Hydrograph type = Combine Peak discharge = 58.35 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 126,135 cuft Inflow hyds. = 2, 3, 4 Contrib. drain. area = 6.220 ac 50 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (hrs) Post-Development (No Detention) Hyd. No. 8 -- 100 Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydraflow Rainfall Report 51 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 11 / 3 / 2022 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 75.0997 12.3000 0.8755 -------- 2 91.9870 12.8000 0.8771 -------- 3 0.0000 0.0000 0.0000 -------- 5 99.3715 13.1000 0.8445 -------- 10 95.4756 12.4000 0.8042 -------- 25 84.9808 11.2000 0.7412 -------- 50 77.0972 9.9000 0.6949 -------- 100 72.4447 9.2000 0.6564 -------- File name: CASTLE HAYNE.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 6.19 4.96 4.15 3.58 3.16 2.83 2.57 2.35 2.17 2.02 1.88 1.77 2 7.36 5.92 4.98 4.31 3.80 3.41 3.10 2.84 2.62 2.44 2.28 2.14 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 8.61 7.01 5.94 5.17 4.59 4.14 3.77 3.47 3.22 3.00 2.81 2.65 10 9.60 7.83 6.66 5.82 5.19 4.69 4.29 3.96 3.68 3.44 3.23 3.05 25 10.79 8.84 7.55 6.64 5.94 5.40 4.96 4.60 4.29 4.03 3.80 3.60 50 11.80 9.65 8.26 7.27 6.53 5.95 5.48 5.09 4.77 4.49 4.24 4.03 100 12.70 10.42 8.95 7.91 7.13 6.52 6.03 5.62 5.27 4.97 4.72 4.49 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: K:\300\332 - Raleigh Commercial\Reference\HYDRAFLOW\Rainfall Data\CASTLE HAYNE.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.80 4.61 0.00 0.00 7.15 8.98 0.00 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 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 Circle K – R&R 2720915 Castle Hayne, NC Project Number: 37630.107 5 | www.timmons.com Hydraulic Grade Line Calculations Q10 Analysis Using Hydraflow Software