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Home My WebLink AboutHopewell Baptist Church - _Full Storm Water and Erosion Control Calculations 3.19.18 (2)Hopewell Baptist Worship Addition 8900 Concord Highway, Fairview, NC Storm Water Management Plan Calculations January 15, 2018 REVISED March 19, 2018 Alfred Benesch & Company 2320 West Morehead Street Charlotte, NC 28208 www.benesch.com P: 704.521.9880 Project No. 17000199 Corp. NC License: F-1320 Hopewell Baptist Worship Addition Fairview, North Carolina Storm Water Management Plan Calculations TABLE OF CONTENTS Project Description …………………………………………………..……..…………………………… Section 1  Location  Topography/Drainage  Soils  Model Parameters/Analysis Storm Water Conveyance Calculations …………………….…………….…………………… Section 2  Rainfall Depth Graph  Rainfall Intensity Graph  Closed Conveyance System Worksheet Erosion Control Calculations & Worksheets …………………….………….….………... Section 3  Sediment Basin Worksheet  Riprap Apron Worksheet Water Quality Calculations & Worksheets …………………….…………….…………... Section 4  Storm Water Calculations  BMP Design Worksheets  BMP Supplemental Forms Exhibits ……………………………………………………………….………………………….…………….. Section 5  USGS Quad Map  Union County Hydrologic Soil Map Drainage Maps ……………………………………………………………….…………….……..……….. Section 6  Pre-Development Drainage Map  Post Development Drainage Map  Component Drainage Map Section 1 Projection Description Hopewell Baptist Worship Addition Fairview, North Carolina Stormwater Management Report Project Description This project consists of the construction of a 40,000 s.f addition to an existing church, addition of approximately 350 parking stalls, construction of left turn lane on Highway 601, and expansion of existing wetpond. The project will be constructed on tax parcels 08183008C70, 08183008C60, & 08183008D in Union County. The proposed area to be disturbed is approximately 12.1 acres including 0.5 acre being disturbed for the highway widening. The total area of the parcels is 85.56 acres. The site currently contains 7.20 acres of existing impervious. The proposed construction will remove 0.72 acres of the existing impervious and add 4.40 acres of new impervious area. At the completion of the phase the total site impervious will be 10.87 acres or 12.7% of the site. The site is located within the Goose Creek Tributary Area and is therefore subject to requirements of North Carolina Administrative Code 15A NCAC 2B .0600-.0609. The pond was modelled to include the impervious area of the next planned building expansions. This includes an additional 0.24 acres of impervious area. The total impervious for the lot after the future addition will be 13.0% (11.11 acres/85.56 aces). Topography/Drainage The site drains general drains from east to west. Stormwater runoff form the existing impervious areas is collected in storm sewer and discharged in a grass ditch to a wetpond. The wetpond then discharges to a level spreader and vegetated filter strip. The discharge point is into an unnamed tributary of Goose Creek that is approximately 3,600 feet from Goose Creek. The proposed impervious will drain to the existing storm sewer that discharges to the pond. The pond will be enlarged to treat the new impervious area. The soil percolation rate was tested in 2010, prior to the first phase of construction. The tested soil infiltration rate was 0.023 in/hr. Soils The soil survey of Union County indicates that soils on the site are as followed:  Badin channery silt loam (BaB) – Class C  Badin channery silty clay loam (BdB2) – Class C  Cid channery silt loam (CmD) – Class D  Goldston very channery silt loam (GoC) Class D  Goldston-Badin complex (GsB) – Class D  Secrest-Cid complex (ScA) – Class C Only GsB and CmB are shown within the limits of disturbance for this project. Model Parameters/Analysis The wet detention basin which has been designed to achieve 85% TSS, and is sized to the 1-year pre minus post condition. Outflow from the wet pond goes to a splitter box, which discharges a maximum 10 cfs flow to a 100’ level spreader with a 30’ engineered, grassed filter strip (LS-VFS). The larger overflow bypass flows from the splitter box flows through a pipe and discharges near the existing stream. All off-site flows are diverted around the basin and reconnect to pre-developed outflow points along the site margins in an attempt to maintain the pre-developed hydrology. Capacity analysis for proposed sedimentation and erosion control measures and storm water conveyance system design was done using the Rational Method (10-year frequency). Design of the erosion control measures was completed using Benesch’s spreadsheets, which are based on methods outlined in the NCDENR BMP Design Manual. Storm water detention calculations were completed using Bentley’s Pond Pack and use the SCS method. Design Calculations Summary Pre Flow(cfs) Post Flow Into Pond (cfs) Post Flow Pond Routed (cfs) Max Water Elevation 1 yr. 17.38 32.37 4.94 518.72 2 yr. 27.91 44.57 13.54 518.95 10 yr. 60.15 73.45 31.22 519.16 100 yr. 117.81 79.28 79.28 519.25 *Rates include the modeling of the natural storage upstream of the pond culverts. Section 2 Storm Water Conveyance Calculations NOAA Atlas 14, Volume 2, Version 3 Location name: Fairview, North Carolina, USA* Latitude: 35.1638°, Longitude: -80.5368° Elevation: 521.54 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)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.412 (0.380-0.448) 0.487 (0.448-0.530) 0.566 (0.519-0.616) 0.623 (0.570-0.676) 0.686 (0.626-0.744) 0.731 (0.664-0.792) 0.771 (0.697-0.835) 0.806 (0.725-0.874) 0.845 (0.754-0.917) 0.872 (0.772-0.948) 10-min 0.658 (0.607-0.715) 0.778 (0.716-0.848) 0.906 (0.832-0.986) 0.996 (0.912-1.08) 1.09 (0.998-1.19) 1.16 (1.06-1.26) 1.23 (1.11-1.33) 1.28 (1.15-1.39) 1.34 (1.19-1.45) 1.37 (1.22-1.49) 15-min 0.823 (0.758-0.894) 0.979 (0.900-1.07) 1.15 (1.05-1.25) 1.26 (1.15-1.37) 1.39 (1.26-1.50) 1.47 (1.34-1.60) 1.55 (1.40-1.68) 1.61 (1.45-1.75) 1.68 (1.50-1.83) 1.72 (1.53-1.88) 30-min 1.13 (1.04-1.23) 1.35 (1.24-1.47) 1.63 (1.49-1.77) 1.83 (1.67-1.98) 2.05 (1.87-2.23) 2.22 (2.02-2.40) 2.37 (2.14-2.57) 2.51 (2.26-2.72) 2.68 (2.39-2.91) 2.79 (2.47-3.04) 60-min 1.41 (1.30-1.53) 1.70 (1.56-1.85) 2.09 (1.92-2.27) 2.38 (2.18-2.58) 2.74 (2.50-2.97) 3.01 (2.73-3.26) 3.27 (2.95-3.54) 3.52 (3.17-3.82) 3.84 (3.43-4.17) 4.08 (3.61-4.43) 2-hr 1.63 (1.49-1.78) 1.97 (1.80-2.16) 2.44 (2.23-2.67) 2.80 (2.55-3.06) 3.26 (2.96-3.56) 3.61 (3.26-3.93) 3.96 (3.56-4.31) 4.30 (3.84-4.68) 4.74 (4.19-5.17) 5.08 (4.45-5.55) 3-hr 1.73 (1.59-1.90) 2.09 (1.92-2.30) 2.61 (2.39-2.87) 3.01 (2.74-3.30) 3.55 (3.22-3.88) 3.97 (3.58-4.33) 4.39 (3.93-4.79) 4.83 (4.29-5.26) 5.42 (4.75-5.91) 5.88 (5.10-6.42) 6-hr 2.09 (1.91-2.29) 2.52 (2.31-2.76) 3.14 (2.88-3.45) 3.64 (3.32-3.98) 4.30 (3.90-4.68) 4.83 (4.35-5.25) 5.36 (4.80-5.83) 5.91 (5.24-6.43) 6.67 (5.83-7.24) 7.27 (6.28-7.89) 12-hr 2.48 (2.28-2.71) 2.99 (2.75-3.29) 3.75 (3.44-4.11) 4.36 (3.98-4.77) 5.19 (4.70-5.67) 5.87 (5.27-6.39) 6.56 (5.85-7.13) 7.29 (6.42-7.92) 8.31 (7.20-9.01) 9.13 (7.80-9.91) 24-hr 2.93 (2.71-3.17) 3.54 (3.27-3.84) 4.44 (4.10-4.82) 5.16 (4.76-5.59) 6.14 (5.64-6.65) 6.93 (6.35-7.50) 7.74 (7.07-8.39) 8.58 (7.81-9.31) 9.75 (8.82-10.6) 10.7 (9.62-11.6) 2-day 3.44 (3.18-3.72) 4.14 (3.84-4.49) 5.17 (4.78-5.59) 5.98 (5.52-6.47) 7.09 (6.52-7.66) 7.98 (7.32-8.63) 8.89 (8.13-9.62) 9.84 (8.96-10.7) 11.2 (10.1-12.1) 12.2 (11.0-13.3) 3-day 3.65 (3.38-3.94) 4.38 (4.07-4.73) 5.44 (5.04-5.87) 6.27 (5.80-6.77) 7.42 (6.84-8.01) 8.34 (7.66-9.00) 9.29 (8.51-10.0) 10.3 (9.37-11.1) 11.6 (10.6-12.6) 12.7 (11.5-13.8) 4-day 3.85 (3.58-4.15) 4.62 (4.29-4.98) 5.71 (5.29-6.15) 6.57 (6.08-7.07) 7.75 (7.15-8.35) 8.70 (8.01-9.38) 9.68 (8.88-10.4) 10.7 (9.78-11.5) 12.1 (11.0-13.1) 13.2 (12.0-14.3) 7-day 4.45 (4.16-4.76) 5.30 (4.97-5.68) 6.46 (6.05-6.92) 7.39 (6.90-7.91) 8.66 (8.06-9.27) 9.68 (8.98-10.4) 10.7 (9.92-11.5) 11.8 (10.9-12.7) 13.3 (12.2-14.3) 14.5 (13.3-15.6) 10-day 5.11 (4.80-5.45) 6.08 (5.70-6.48) 7.32 (6.85-7.80) 8.29 (7.75-8.83) 9.60 (8.95-10.2) 10.6 (9.90-11.3) 11.7 (10.8-12.5) 12.7 (11.8-13.6) 14.2 (13.1-15.2) 15.4 (14.1-16.5) 20-day 6.86 (6.47-7.27) 8.09 (7.64-8.58) 9.56 (9.01-10.1) 10.7 (10.1-11.4) 12.3 (11.5-13.0) 13.5 (12.7-14.3) 14.7 (13.8-15.7) 16.0 (14.9-17.0) 17.7 (16.5-18.9) 19.1 (17.6-20.3) 30-day 8.41 (7.95-8.90) 9.89 (9.36-10.5) 11.5 (10.9-12.2) 12.8 (12.1-13.5) 14.4 (13.6-15.2) 15.7 (14.8-16.6) 16.9 (15.9-17.9) 18.2 (17.1-19.3) 19.9 (18.6-21.1) 21.2 (19.7-22.5) 45-day 10.6 (10.1-11.1) 12.4 (11.8-13.0) 14.2 (13.5-14.9) 15.6 (14.8-16.3) 17.4 (16.4-18.2) 18.7 (17.7-19.6) 20.0 (18.9-21.0) 21.3 (20.1-22.4) 23.0 (21.6-24.3) 24.3 (22.8-25.6) 60-day 12.6 (12.1-13.2) 14.8 (14.1-15.4) 16.7 (15.9-17.4) 18.2 (17.3-19.0) 20.1 (19.2-21.0) 21.5 (20.5-22.6) 22.9 (21.8-24.0) 24.3 (23.0-25.5) 26.1 (24.6-27.4) 27.4 (25.9-28.8) 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 a given 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 not checked 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 Page 1 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... PF graphical Back to Top Page 2 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... Maps & aerials Small scale terrain Large scale terrain + – 3km 2mi + – 100km 60mi + – 100km 60mi Page 3 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Page 4 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... NOAA Atlas 14, Volume 2, Version 3 Location name: Fairview, North Carolina, USA* Latitude: 35.1638°, Longitude: -80.5368° Elevation: 521.54 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 4.94 (4.56-5.38) 5.84 (5.38-6.36) 6.79 (6.23-7.39) 7.48 (6.84-8.11) 8.23 (7.51-8.93) 8.77 (7.97-9.50) 9.25 (8.36-10.0) 9.67 (8.70-10.5) 10.1 (9.05-11.0) 10.5 (9.26-11.4) 10-min 3.95 (3.64-4.29) 4.67 (4.30-5.09) 5.44 (4.99-5.92) 5.98 (5.47-6.49) 6.56 (5.99-7.12) 6.98 (6.34-7.57) 7.35 (6.64-7.96) 7.66 (6.89-8.31) 8.02 (7.15-8.71) 8.24 (7.30-8.96) 15-min 3.29 (3.03-3.58) 3.92 (3.60-4.26) 4.58 (4.21-4.99) 5.04 (4.61-5.47) 5.55 (5.06-6.01) 5.89 (5.35-6.38) 6.19 (5.60-6.71) 6.45 (5.80-6.99) 6.73 (6.00-7.30) 6.90 (6.10-7.50) 30-min 2.26 (2.08-2.45) 2.70 (2.49-2.95) 3.26 (2.99-3.54) 3.65 (3.34-3.96) 4.11 (3.75-4.45) 4.44 (4.03-4.81) 4.74 (4.29-5.14) 5.02 (4.51-5.44) 5.35 (4.77-5.81) 5.58 (4.94-6.07) 60-min 1.41 (1.30-1.53) 1.70 (1.56-1.85) 2.09 (1.92-2.27) 2.38 (2.18-2.58) 2.74 (2.50-2.97) 3.01 (2.73-3.26) 3.27 (2.95-3.54) 3.52 (3.17-3.82) 3.84 (3.43-4.17) 4.08 (3.61-4.43) 2-hr 0.814 (0.746-0.890) 0.984 (0.902-1.08) 1.22 (1.12-1.34) 1.40 (1.28-1.53) 1.63 (1.48-1.78) 1.81 (1.63-1.97) 1.98 (1.78-2.16) 2.15 (1.92-2.34) 2.37 (2.10-2.59) 2.54 (2.22-2.77) 3-hr 0.577 (0.528-0.634) 0.697 (0.638-0.766) 0.870 (0.795-0.955) 1.00 (0.914-1.10) 1.18 (1.07-1.29) 1.32 (1.19-1.44) 1.46 (1.31-1.59) 1.61 (1.43-1.75) 1.80 (1.58-1.97) 1.96 (1.70-2.14) 6-hr 0.349 (0.319-0.383) 0.421 (0.385-0.461) 0.525 (0.480-0.575) 0.607 (0.554-0.664) 0.718 (0.651-0.782) 0.806 (0.726-0.876) 0.896 (0.801-0.974) 0.987 (0.875-1.07) 1.11 (0.974-1.21) 1.21 (1.05-1.32) 12-hr 0.206 (0.189-0.225) 0.248 (0.228-0.273) 0.311 (0.285-0.341) 0.362 (0.330-0.396) 0.431 (0.390-0.470) 0.487 (0.438-0.530) 0.545 (0.485-0.592) 0.605 (0.533-0.657) 0.690 (0.598-0.748) 0.758 (0.648-0.823) 24-hr 0.122 (0.113-0.132) 0.147 (0.136-0.160) 0.185 (0.171-0.201) 0.215 (0.198-0.233) 0.256 (0.235-0.277) 0.289 (0.264-0.313) 0.323 (0.294-0.350) 0.358 (0.325-0.388) 0.406 (0.368-0.441) 0.445 (0.401-0.484) 2-day 0.072 (0.066-0.078) 0.086 (0.080-0.094) 0.108 (0.100-0.117) 0.125 (0.115-0.135) 0.148 (0.136-0.160) 0.166 (0.152-0.180) 0.185 (0.169-0.200) 0.205 (0.187-0.222) 0.232 (0.210-0.252) 0.254 (0.229-0.276) 3-day 0.051 (0.047-0.055) 0.061 (0.056-0.066) 0.076 (0.070-0.082) 0.087 (0.081-0.094) 0.103 (0.095-0.111) 0.116 (0.106-0.125) 0.129 (0.118-0.139) 0.143 (0.130-0.154) 0.161 (0.147-0.175) 0.176 (0.160-0.191) 4-day 0.040 (0.037-0.043) 0.048 (0.045-0.052) 0.059 (0.055-0.064) 0.068 (0.063-0.074) 0.081 (0.075-0.087) 0.091 (0.083-0.098) 0.101 (0.093-0.109) 0.111 (0.102-0.120) 0.126 (0.115-0.136) 0.138 (0.125-0.149) 7-day 0.026 (0.025-0.028) 0.032 (0.030-0.034) 0.038 (0.036-0.041) 0.044 (0.041-0.047) 0.052 (0.048-0.055) 0.058 (0.053-0.062) 0.064 (0.059-0.068) 0.070 (0.065-0.075) 0.079 (0.073-0.085) 0.086 (0.079-0.093) 10-day 0.021 (0.020-0.023) 0.025 (0.024-0.027) 0.030 (0.029-0.032) 0.035 (0.032-0.037) 0.040 (0.037-0.043) 0.044 (0.041-0.047) 0.049 (0.045-0.052) 0.053 (0.049-0.057) 0.059 (0.055-0.063) 0.064 (0.059-0.069) 20-day 0.014 (0.013-0.015) 0.017 (0.016-0.018) 0.020 (0.019-0.021) 0.022 (0.021-0.024) 0.026 (0.024-0.027) 0.028 (0.026-0.030) 0.031 (0.029-0.033) 0.033 (0.031-0.035) 0.037 (0.034-0.039) 0.040 (0.037-0.042) 30-day 0.012 (0.011-0.012) 0.014 (0.013-0.015) 0.016 (0.015-0.017) 0.018 (0.017-0.019) 0.020 (0.019-0.021) 0.022 (0.020-0.023) 0.024 (0.022-0.025) 0.025 (0.024-0.027) 0.028 (0.026-0.029) 0.029 (0.027-0.031) 45-day 0.010 (0.009-0.010) 0.011 (0.011-0.012) 0.013 (0.012-0.014) 0.014 (0.014-0.015) 0.016 (0.015-0.017) 0.017 (0.016-0.018) 0.019 (0.018-0.019) 0.020 (0.019-0.021) 0.021 (0.020-0.022) 0.022 (0.021-0.024) 60-day 0.009 (0.008-0.009) 0.010 (0.010-0.011) 0.012 (0.011-0.012) 0.013 (0.012-0.013) 0.014 (0.013-0.015) 0.015 (0.014-0.016) 0.016 (0.015-0.017) 0.017 (0.016-0.018) 0.018 (0.017-0.019) 0.019 (0.018-0.020) 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 a given 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 not checked 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 Page 1 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... PF graphical Back to Top Page 2 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... Maps & aerials Small scale terrain Large scale terrain + – 3km 2mi + – 100km 60mi + – 100km 60mi Page 3 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Page 4 of 4Precipitation Frequency Data Server 12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... DA 27 0.25 0.15 0.56 5 7.2 1.0 0.0 1.0 0.0 1.0 15 0.50% 0.013 4.57DA 26A 1.45 1.45 0.30 15 5.2 2.3 0.0 2.3 0.0 2.3 15 0.50% 0.013 4.57DA 26 0.19 0.12 0.54 5 7.2 0.7 0.0 0.7 0.0 3.5 15 0.52% 0.013 4.66DA 25 0.07 0.06 0.39 5 7.2 0.2 0.0 0.2 0.0 3.7 15 0.56% 0.013 4.83DA 24A 0.46 0.23 0.63 5 7.2 2.1 0.0 2.1 0.0 2.1 24 0.50% 0.013 15.99DA 24 0.70 0.19 0.77 5 7.2 3.9 0.0 3.9 0.0 8.0 30 0.55% 0.013 30.41DA 21A 0.47 0.13 0.77 5 7.2 2.6 0.0 2.6 0.0 2.6 15 0.80% 0.013 5.78DA 23 0.07 0.03 0.67 5 7.2 0.3 0.0 0.3 0.0 0.3 15 0.50% 0.013 4.57DA 22 0.07 0.07 0.30 5 7.2 0.2 0.0 0.2 0.0 0.5 15 0.50% 0.013 4.57DA 21 0.07 0.01 0.86 5 7.2 0.4 0.0 0.4 0.0 3.6 24 0.63% 0.013 17.95DA 20A 1.20 1.20 0.30 15 5.2 1.9 0.0 1.9 0.0 1.9 15 0.50% 0.013 4.57DA 20 0.13 0.06 0.65 5 7.2 0.6 0.0 0.6 0.0 2.3 15 0.50% 0.013 4.57DA 19 0.34 0.32 0.34 5 7.2 0.8 0.0 0.8 0.0 2.9 15 0.50% 0.013 4.57DA 18 0.06 0.04 0.52 5 7.2 0.2 0.0 0.2 0.0 3.1 15 0.58% 0.013 4.92DA 17 0.65 0.51 0.44 15 5.2 1.5 0.0 1.5 0.0 1.5 15 2.54% 0.013 10.29DA 16 0.44 0.20 0.65 5 7.2 2.1 0.0 2.1 0.0 6.1 18 1.41% 0.013 12.47DA 15 0.01 0.01 0.30 5 7.2 0.0 0.0 0.0 0.0 6.1 24 0.50% 0.013 15.99DA 31 0.11 0.05 0.65 5 7.2 0.5 0.0 0.5 0.0 0.5 8 1.00% 0.013 1.21DA 30 0.11 0.09 0.42 5 7.2 0.3 0.0 0.3 0.0 0.9 8 2.00% 0.013 1.71DA 13A 0.20 0.06 0.76 5 7.2 1.1 0.0 1.1 0.0 1.1 15 0.75% 0.013 5.59DA 13 0.13 0.00 0.95 5 7.2 0.9 0.0 0.9 0.0 2.8 24 0.63% 0.013 17.95DA 12 0.14 0.10 0.49 5 7.2 0.5 0.0 0.5 0.0 3.3 24 0.63% 0.013 17.95JUNC 12 0.00 0.00 0.95 5 7.2 0.0 0.0 0.0 0.0 8.5 24 0.40% 0.013 14.30DA 10A 0.60 0.60 0.30 10 6.0 1.1 0.0 1.1 0.0 1.1 15 1.00% 0.013 6.46DA 10 0.16 0.02 0.87 5 7.2 1.0 0.0 1.0 0.0 2.3 15 2.84% 0.013 10.88DA 9 0.40 0.10 0.79 5 7.2 2.3 0.0 2.3 0.0 4.6 15 1.92% 0.013 8.95DA 8 0.45 0.08 0.83 5 7.2 2.7 0.0 2.7 0.0 2.7 15 1.77% 0.013 8.59DA 7 0.25 0.03 0.87 5 7.2 1.6 0.0 1.6 0.0 4.3 15 0.68% 0.013 5.33DA 6 0.35 0.03 0.89 5 7.2 2.3 0.0 2.3 0.0 6.6 18 0.50% 0.013 7.43DA 5 0.18 0.01 0.91 5 7.2 1.2 0.0 1.2 0.0 12.4 24 1.00% 0.013 22.62DA 4 0.24 0.05 0.81 5 7.2 1.4 0.0 1.4 0.0 1.4 15 0.50% 0.013 4.57DA 3 0.16 0.05 0.75 5 7.2 0.9 0.0 0.9 0.0 2.3 15 0.50% 0.013 4.57DA 2 0.22 0.07 0.74 5 7.2 1.2 0.0 1.2 0.0 15.8 24 0.50% 0.013 15.99DA 29 1.12 0.69 0.55 5 7.2 4.5 0.0 4.5 0.0 4.5 18 1.25% 0.013 11.74Pipe Dia (in)Manning's nPipe Capacity (cfs)Pipe Slope (%)Hopewell Baptist Phase 3Drainage Area ID Area (ac)Pervious Area (ac)Weighted 'C'Time of Conc. D.S. Pipe Flow (cfs)Capture (cfs)Bypass (cfs)Bypass from U.S. oQ10 Flow (cfs)Rainfall Intensity Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jan 15 2018 Driveway Culvert Invert Elev Dn (ft) = 531.69 Pipe Length (ft) = 69.00 Slope (%) = 1.25 Invert Elev Up (ft) = 532.55 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 536.00 Top Width (ft) = 41.00 Crest Width (ft) = 30.00 Calculations Qmin (cfs) = 0.00 Qmax (cfs) = 4.50 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 4.50 Qpipe (cfs) = 4.50 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.08 Veloc Up (ft/s) = 4.60 HGL Dn (ft) = 532.85 HGL Up (ft) = 533.36 Hw Elev (ft) = 533.75 Hw/D (ft) = 0.80 Flow Regime = Inlet Control Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Saturday, Jan 13 2018 Flared End Section 1 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 519.30 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 15.60 Highlighted Depth (ft) = 1.60 Q (cfs) = 15.60 Area (sqft) = 2.70 Velocity (ft/s) = 5.79 Wetted Perim (ft) = 4.43 Crit Depth, Yc (ft) = 1.43 Top Width (ft) = 1.60 EGL (ft) = 2.12 0 1 2 3 4 Elev (ft)Depth (ft)Section 518.50 -0.80 519.00 -0.30 519.50 0.20 520.00 0.70 520.50 1.20 521.00 1.70 521.50 2.20 522.00 2.70 Reach (ft) Section 3 Erosion Control Calculations & Worksheets #1 PROJECT NAME:BY: Kevin Westra COUNTY: Union DATE: 12/26/2017 PROJECT NUMBER: 17000199 REV: MANUAL, SECTION 6.61.1 AND SECTION 8.07.1 DRAINAGE AREA= 13.98 ac. DENUDED AREA= 5.62 ac. PEAK FLOW*: Q2 =CCI2A 5.84 in/hr (2yr) *Tc = 5 min. Q2 =46.31 cfs I10=7.48 In/hr (10yr) I25=8.23 in/hr (25yr) Q10 =CcI10A A= 0.00 ac. Woods C= 0.25 Q10 =59.32 cfs A= 6.46 ac. Grass C= 0.30 A= 2.88 ac. Bare soil C= 0.55 Q25 =CcI10A A= 0.00 ac. Gravel C= 0.55 Q25 =65.26 cfs A= 4.64 ac. Bldg/pvmt C= 0.95 A= 13.98 ac. TOTAL DRAINAGE AREA Cc= 0.57 COMPOSITE C BASIN STAGE/ STORAGE: DWG. SCALE: 1"= 1 ELEV. AREA (sf) VOL (cf) ACCUM. VOL (cf.) 518.5 0 0 519 9586 2397 519.5 16890 6619 520 26052 10736 520.5 35786 15460 521 41477 19316 521.5 45255 21683 522 48986 23560 REQUIRED BASIN VOL. (1800cf/ac x DA) = 10,116 cf. DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf) BASED ON REQUIRED BASIN VOLUME:519.5 9015.5 X 10116 X= 519.54 520.5 35210.5 Z= 1.04 REQUIRED SURFACE AREA (435sf/cfs x Q10) =25,803 Sq.Ft. DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (sf) BASED ON REQUIRED SURFACE AREA:519.5 16890 X 25803 X= 519.97 520.5 35786 Z= 1.47 Z (min)= 1.47 DESIGN ELEVATION OF SEDIMENT STORAGE: USE Z= 1.50 SQ RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS SIZE DRAINAGE STRUCTURES WHERE: Qp=46.31 cfs Cw=3.3 WEIR COEFF. L= WEIR LENGTH (INTERIOR) 15 in. 1.25 ft. 18 in. 1.11 ft. 24 in. 0.92 ft. 30 in. 0.79 ft. 36 in. 0.70 ft. 42 in. 0.63 ft. 48 in. 0.58 ft. 54 in. 0.53 ft. NOTE: MAX. HEAD ALLOWED 1 ft. 60 in. 0.50 ft. USE 30 in. Sq Riser Hr= 0.79 ft. Qr= 46.31 cfs 2 RISER(S) TEMPORARY SEDIMENT BASIN Hopewell Baptist Church Phase 3 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE 2006 N.C. SEDIMENT AND EROSION CONTROL WHERE: I2= (NOTE: MAX. FILL HEIGHT = 15') PLANIMETER READING AVG. AREA (sf) 2246 0 0 9586 4793 2397 16890 13238 9016 26052 21471 19751 35786 30919 35211 41477 38632 54526 45255 43366 76209 48986 47121 99770 Hr=[Qp / Cw x L]2/3 RISER WIDTH. HEAD (Hr) #1 PROJECT NAME:BY: Kevin Westra COUNTY: Union DATE: 12/26/2017 PROJECT NUMBER: 17000199 REV: TEMPORARY SEDIMENT BASIN Hopewell Baptist Church Phase 3 BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE WHERE: Cd= 0.59 INVERT ELEV = 518.5 A= PIPE AREA (sf.) Hb="Z" + "Hr"-DIA./2 ADEQUAT 15 in. 1.66 ft. 7.50 cfs TOO SMAL 18 in. 1.54 ft. 10.38 cfs TOO SMAL 24 in. 1.29 ft. 16.89 cfs TOO SMAL 30 in. 1.04 ft. 23.70 cfs OKAY 36 in. 0.79 ft. 29.74 cfs OKAY 42 in. 0.54 ft. 33.46 cfs OKAY 48 in. 0.29 ft. 32.02 cfs OKAY USE 30 in. BARREL, Qb= 47.40 cfs 2 BARREL(S) ERROR: Z IS LESS THAN SELECTED BARREL DIA. SELECT SMALLER BARREL DIA. OR INCREASE Z. ANTI-SEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5' + 1.5' = 5.5 ft. ANTI-FLOTATION BLOCK: VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA = Z x 4 x W ft. = 42.10 cf. ft. WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf = 2627 lb. WEIGHT OF CONCRETE REQUIRED = 1.1 x 2627 = 2890 lb. REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 lb/cf - 62.4 lb/cf) 4.50 ft. sq. 1.63 ft. 5.00 ft. sq. 1.32 ft. 5.50 ft. sq. 1.09 ft. 6.00 ft. sq. 0.92 ft. 6.50 ft. sq. 0.78 ft. USE 4.50 ft. SQUARE BLOCK , 20 in. THICK BASIN DEWATERING: Q=cA(2gH)^1/2 Skimmer Size= 3.0 " Amount of Skimmers= 1 Constant head= 2 " 19751 Coefficient= 0.6 QD=0.09645 cfs Z elevation= 520.00 Drawdown Hrs 0.03 feet Q = Cd x A x (2GHb) 0.5 BARREL DIA. HEAD (Hb) DISCHARGE BLOCK SIZE THICKNESS 56.88 Drawdown per hour= #1 PROJECT NAME:BY: Kevin Westra COUNTY: Union DATE: 12/26/2017 PROJECT NUMBER: 17000199 REV: TEMPORARY SEDIMENT BASIN Hopewell Baptist Church Phase 3 Q10=CCI10A 0.57 COMPOSITE C Q10=59.32 cfs I10=7.48 in/hr (10 YR STORM) A= 13.98 ac. Qp= FLOW THRU THE PRINCIPLE STRUCTURE RISER CAPACITY= 46.31 cfs BARREL CAP.= 47.40 cfs RISER CONTROLS Qp= 46.31 cfs FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY Qe= 13.01 cfs DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY He=[Qe/ (C x L)]2/3 WHERE: C= 2.7 32 ft. 0.28 ft. 30 ft. 0.29 ft. 35 ft. 0.26 ft. 40 ft. 0.24 ft. 45 ft. 0.22 ft. USE 45 ft. SPILLWAY, He= 0.22 ft. TEMPORARY SEDIMENT BASIN #1 SUMMARY TOP OF DAM EL. 522.01 (min) FREEBOARD (1' min.) SPILLWAY LENGTH (L) DESIGN HIGH WATER E521.01 SPILLWAY EL. 520.79 Hr Y RISER CREST H Z (used) BARREL EL. 518.50 D S RISER BARREL BARREL D S Y H Z L STORAGE WIDTH. (IN.) DIA.(IN.)SLOPE (%)(in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D (cf.) 30 30 1.00 20 4.50 3.51 2.29 1.50 45 10116 SKIMMER DIAMETER: 3.0 in EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q10-Qp WHERE: CC= LENGTH HEAD (He) He BY: DATE: 1/15/18 REV: CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do FES # 1 USE CLASS A RIP RAP 15.60 cfs d50=4in. 2.00 ft. dMAX=6in. FROM FIGURE 8.06A 14.0 ft. APRON THICKNESS= 1.5 x dMAX WIDTH W=Do + La= 2.00 + 14.0 =16.00 ft. APRON THICKNESS=9.0 in. d50=0.20 ft. = 2.40 in 16 in 3 H:1V FES# 28 USE CLASS A RIP RAP 4.50 cfs d50=4in. 1.50 ft. dMAX=6in. FROM FIGURE 8.06A 8.0 ft. APRON THICKNESS= 1.5 x dMAX WIDTH W=Do + La= 1.50 + 8.0 =9.50 ft. APRON THICKNESS=9.0 in. d50=0.20 ft. = 2.40 in 12 in 3 H:1V MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= SIDE SLOPE OF RIP RAP APRON (M)= 14 DISCHARGE (Q)= MINIMUM (IN) MIDRANGE (IN) 4 8 2 5 RIP RAP OUTLET PROTECTION DISCHARGE (Q)= MAXIMUM (IN) 1 2 SIDE SLOPE OF RIP RAP APRON (M)= RIP RAP 6 12 PIPE DIA. (Do)= LENGTH (La)= 10 PROJECT NAME: PROJECT NUMBER: Kevin WestraHopewell Baptist Phase 3 LENGTH (La)= CLASS A 17000199 DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION RIP RAP GRADATION PER NCDOT SPECIFICATIONS MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 17 23 B 5 9 PIPE DIA. (Do)= riprapoutlet.xls Page 1 Section 4 Water Quality Calculations & Worksheet Scenario: Union County, NC - Synthetic Curve, 100 yrs Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/15/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc 30Elevation-Area Volume Curve, 100 years 29Elevation-Area Volume Curve, 10 years 28Elevation-Area Volume Curve, 2 years 27Elevation-Area Volume Curve, 1 years B-POST-POND 26Addition Summary, 100 years 25Addition Summary, 2 years A-PRE-OUT 24Addition Summary, 100 years 23Addition Summary, 2 years A-POST-OUT 22Unit Hydrograph (Hydrograph Table), 100 years 21Unit Hydrograph (Hydrograph Table), 10 years 20Unit Hydrograph (Hydrograph Table), 2 years 19Unit Hydrograph (Hydrograph Table), 1 years C-PRE-AREA 18Unit Hydrograph (Hydrograph Table), 100 years 17Unit Hydrograph (Hydrograph Table), 10 years 16Unit Hydrograph (Hydrograph Table), 2 years 15Unit Hydrograph (Hydrograph Table), 1 years C-POST-AREA 14Runoff CN-Area, 1 years C-PRE-AREA 13Runoff CN-Area, 1 years C-POST-AREA 11Time of Concentration Calculations, 1 years C-PRE-AREA 9Time of Concentration Calculations, 1 years C-POST-AREA 7Time-Depth Curve, 100 years 5Time-Depth Curve, 10 years 3Time-Depth Curve, 2 years 1Time-Depth Curve, 1 years Union County, NC Table of Contents Table of Contents 48Interconnected Pond Routing Summary, 100 years 47Interconnected Pond Routing Summary, 10 years 46Interconnected Pond Routing Summary, 2 years 45Interconnected Pond Routing Summary, 1 years UPSTREAM 44Interconnected Pond Routing Summary, 10 years 43Interconnected Pond Routing Summary, 2 years 42Interconnected Pond Routing Summary, 1 years B-POST-POND 38Composite Rating Curve, 1 years 35Outlet Input Data, 1 years CS 34Elevation-Area Volume Curve, 100 years 33Elevation-Area Volume Curve, 10 years 32Elevation-Area Volume Curve, 2 years 31Elevation-Area Volume Curve, 1 years UPSTREAM Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: Union County, NC Return Event: 1 yearsSubsection: Time-Depth Curve Time-Depth Curve: TypeII 24hr (2.93 in) TypeII 24hr (2.93 in) Label hours0.000Start Time hours0.100Increment hours24.000End Time years1Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.00.00.00.00.00.000 0.00.00.00.00.00.500 0.00.00.00.00.01.000 0.10.10.10.10.01.500 0.10.10.10.10.12.000 0.10.10.10.10.12.500 0.10.10.10.10.13.000 0.10.10.10.10.13.500 0.20.20.10.10.14.000 0.20.20.20.20.24.500 0.20.20.20.20.25.000 0.20.20.20.20.25.500 0.30.30.20.20.26.000 0.30.30.30.30.36.500 0.30.30.30.30.37.000 0.30.30.30.30.37.500 0.40.40.40.40.48.000 0.40.40.40.40.48.500 0.50.50.40.40.49.000 0.50.50.50.50.59.500 0.60.60.60.50.510.000 0.70.60.60.60.610.500 0.80.80.70.70.711.000 1.71.31.00.90.811.500 2.12.12.02.01.912.000 2.22.22.22.22.212.500 2.32.32.32.32.313.000 2.42.42.42.42.313.500 2.42.42.42.42.414.000 2.52.52.52.52.514.500 2.52.52.52.52.515.000 2.62.62.62.52.515.500 2.62.62.62.62.616.000 Page 1 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: Union County, NC Return Event: 1 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 2.62.62.62.62.616.500 2.72.72.72.62.617.000 2.72.72.72.72.717.500 2.72.72.72.72.718.000 2.72.72.72.72.718.500 2.82.82.82.82.719.000 2.82.82.82.82.819.500 2.82.82.82.82.820.000 2.82.82.82.82.820.500 2.82.82.82.82.821.000 2.92.92.92.82.821.500 2.92.92.92.92.922.000 2.92.92.92.92.922.500 2.92.92.92.92.923.000 2.92.92.92.92.923.500 (N/A)(N/A)(N/A)(N/A)2.924.000 Page 2 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: Union County, NC Return Event: 2 yearsSubsection: Time-Depth Curve Time-Depth Curve: TypeII 24hr (3.54 in) TypeII 24hr (3.54 in) Label hours0.000Start Time hours0.100Increment hours24.000End Time years2Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.00.00.00.00.00.000 0.00.00.00.00.00.500 0.10.00.00.00.01.000 0.10.10.10.10.11.500 0.10.10.10.10.12.000 0.10.10.10.10.12.500 0.10.10.10.10.13.000 0.20.20.20.20.13.500 0.20.20.20.20.24.000 0.20.20.20.20.24.500 0.20.20.20.20.25.000 0.30.30.30.30.35.500 0.30.30.30.30.36.000 0.30.30.30.30.36.500 0.40.40.40.40.47.000 0.40.40.40.40.47.500 0.50.40.40.40.48.000 0.50.50.50.50.58.500 0.60.60.50.50.59.000 0.60.60.60.60.69.500 0.70.70.70.70.610.000 0.80.80.80.70.710.500 1.00.90.90.90.811.000 2.01.51.31.11.011.500 2.62.52.52.42.312.000 2.72.72.72.62.612.500 2.82.82.82.82.713.000 2.92.92.92.82.813.500 3.02.92.92.92.914.000 3.03.03.03.03.014.500 3.13.13.03.03.015.000 3.13.13.13.13.115.500 3.13.13.13.13.116.000 Page 3 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: Union County, NC Return Event: 2 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 3.23.23.23.23.216.500 3.23.23.23.23.217.000 3.33.23.23.23.217.500 3.33.33.33.33.318.000 3.33.33.33.33.318.500 3.33.33.33.33.319.000 3.43.43.43.43.319.500 3.43.43.43.43.420.000 3.43.43.43.43.420.500 3.43.43.43.43.421.000 3.53.53.43.43.421.500 3.53.53.53.53.522.000 3.53.53.53.53.522.500 3.53.53.53.53.523.000 3.53.53.53.53.523.500 (N/A)(N/A)(N/A)(N/A)3.524.000 Page 4 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: Union County, NC Return Event: 10 yearsSubsection: Time-Depth Curve Time-Depth Curve: TypeII 24hr (5.16 in) TypeII 24hr (5.16 in) Label hours0.000Start Time hours0.100Increment hours24.000End Time years10Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.00.00.00.00.00.000 0.00.00.00.00.00.500 0.10.10.10.10.11.000 0.10.10.10.10.11.500 0.10.10.10.10.12.000 0.20.20.20.20.12.500 0.20.20.20.20.23.000 0.20.20.20.20.23.500 0.30.30.30.30.24.000 0.30.30.30.30.34.500 0.40.40.30.30.35.000 0.40.40.40.40.45.500 0.50.40.40.40.46.000 0.50.50.50.50.56.500 0.60.50.50.50.57.000 0.60.60.60.60.67.500 0.70.70.60.60.68.000 0.70.70.70.70.78.500 0.80.80.80.80.89.000 0.90.90.90.90.89.500 1.01.01.01.00.910.000 1.21.11.11.11.110.500 1.41.31.31.31.211.000 2.92.21.81.61.511.500 3.73.73.63.53.412.000 4.03.93.93.83.812.500 4.14.14.04.04.013.000 4.24.24.24.14.113.500 4.34.34.34.34.214.000 4.44.44.44.34.314.500 4.54.44.44.44.415.000 4.54.54.54.54.515.500 4.64.64.64.64.516.000 Page 5 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: Union County, NC Return Event: 10 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 4.64.64.64.64.616.500 4.74.74.74.74.717.000 4.74.74.74.74.717.500 4.84.84.84.84.818.000 4.84.84.84.84.818.500 4.94.94.94.84.819.000 4.94.94.94.94.919.500 4.94.94.94.94.920.000 5.05.05.05.04.920.500 5.05.05.05.05.021.000 5.05.05.05.05.021.500 5.15.15.15.05.022.000 5.15.15.15.15.122.500 5.15.15.15.15.123.000 5.25.15.15.15.123.500 (N/A)(N/A)(N/A)(N/A)5.224.000 Page 6 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: Union County, NC Return Event: 100 yearsSubsection: Time-Depth Curve Time-Depth Curve: TypeII 24hr (7.74 in) TypeII 24hr (7.74 in) Label hours0.000Start Time hours0.100Increment hours24.000End Time years100Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.00.00.00.00.00.000 0.10.10.10.00.00.500 0.10.10.10.10.11.000 0.20.20.10.10.11.500 0.20.20.20.20.22.000 0.30.20.20.20.22.500 0.30.30.30.30.33.000 0.40.40.30.30.33.500 0.40.40.40.40.44.000 0.50.50.50.40.44.500 0.50.50.50.50.55.000 0.60.60.60.60.65.500 0.70.70.60.60.66.000 0.80.70.70.70.76.500 0.80.80.80.80.87.000 0.90.90.90.90.87.500 1.01.01.00.90.98.000 1.11.11.11.01.08.500 1.21.21.21.21.19.000 1.41.31.31.31.39.500 1.51.51.51.41.410.000 1.81.71.71.61.610.500 2.12.01.91.91.811.000 4.43.32.72.42.211.500 5.65.55.45.35.112.000 5.95.95.85.85.712.500 6.16.16.16.06.013.000 6.36.36.36.26.213.500 6.56.46.46.46.314.000 6.66.66.56.56.514.500 6.76.76.76.66.615.000 6.86.86.86.76.715.500 6.96.96.86.86.816.000 Page 7 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: Union County, NC Return Event: 100 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 7.06.96.96.96.916.500 7.07.07.07.07.017.000 7.17.17.17.17.117.500 7.27.27.27.17.118.000 7.27.27.27.27.218.500 7.37.37.37.37.319.000 7.47.37.37.37.319.500 7.47.47.47.47.420.000 7.57.47.47.47.420.500 7.57.57.57.57.521.000 7.67.57.57.57.521.500 7.67.67.67.67.622.000 7.67.67.67.67.622.500 7.77.77.77.77.723.000 7.77.77.77.77.723.500 (N/A)(N/A)(N/A)(N/A)7.724.000 Page 8 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA Return Event: 1 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft100.00Hydraulic Length 0.240Manning's n ft/ft0.030Slope in3.62 Year 24 Hour Depth ft/s0.15Average Velocity hours0.191Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft125.00Hydraulic Length FalseIs Paved? ft/ft0.020Slope ft/s2.28Average Velocity hours0.015Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²3.1Flow Area ft532.00Hydraulic Length 0.013Manning's n ft/ft0.010Slope ft6.28Wetted Perimeter ft/s7.22Average Velocity hours0.020Segment Time of Concentration Segment #4: TR-55 Channel Flow ft²5.0Flow Area ft280.00Hydraulic Length 0.030Manning's n ft/ft0.010Slope ft8.00Wetted Perimeter ft/s3.63Average Velocity hours0.021Segment Time of Concentration Time of Concentration (Composite) hours0.248Time of Concentration (Composite) Page 9 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA Return Event: 1 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 10 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA Return Event: 1 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft100.00Hydraulic Length 0.240Manning's n ft/ft0.015Slope in3.62 Year 24 Hour Depth ft/s0.11Average Velocity hours0.252Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft829.00Hydraulic Length FalseIs Paved? ft/ft0.026Slope ft/s2.60Average Velocity hours0.089Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²15.0Flow Area ft514.00Hydraulic Length 0.030Manning's n ft/ft0.010Slope ft10.50Wetted Perimeter ft/s6.30Average Velocity hours0.023Segment Time of Concentration Time of Concentration (Composite) hours0.363Time of Concentration (Composite) Page 11 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA Return Event: 1 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 12 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA Return Event: 1 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 70.0000.00.00.84470.000Woods - good 98.0000.00.010.45098.000Impervious Areas - Paved parking lots, roofs, driveways, Streets and roads 74.0000.00.018.08074.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% 85.0000.00.00.24085.000Gravel Parking 82.444(N/A)(N/A)29.614(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 13 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA Return Event: 1 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 70.0000.00.01.78070.000Woods - good 74.0000.00.027.83074.000Pasture, grassland, or range - good 73.760(N/A)(N/A)29.610(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 14 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA Return Event: 1 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (2.93 in)Storm Event years1Return Event hours132.000Duration in2.9Depth hours0.248Time of Concentration (Composite) acres29.614Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 4.3544.670.950.200.009.000 1.221.381.582.012.5714.000 0.790.820.850.901.0719.000 (N/A)(N/A)(N/A)0.000.7624.000 Page 15 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: C-POST-AREA Return Event: 2 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (3.54 in)Storm Event years2Return Event hours45.000Duration in3.5Depth hours0.248Time of Concentration (Composite) acres29.614Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 62.101.730.560.170.008.000 1.782.052.613.365.7113.000 1.051.091.161.371.5818.000 (N/A)(N/A)0.000.971.0123.000 Page 16 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: C-POST-AREA Return Event: 10 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (5.16 in)Storm Event years10Return Event hours45.000Duration in5.2Depth hours0.248Time of Concentration (Composite) acres29.614Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 1.791.010.430.140.006.000 4.215.459.37110.994.2311.000 1.852.192.522.853.3016.000 0.001.531.601.671.7321.000 Page 17 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: C-POST-AREA Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (7.74 in)Storm Event years100Return Event hours132.000Duration in7.7Depth hours0.248Time of Concentration (Composite) acres29.614Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 1.571.020.510.080.004.000 15.17191.298.914.252.829.000 4.014.545.266.758.7614.000 2.532.642.752.943.4819.000 (N/A)(N/A)(N/A)0.002.4224.000 Page 18 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA Return Event: 1 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (2.93 in)Storm Event years1Return Event hours132.000Duration in2.9Depth hours0.363Time of Concentration (Composite) acres29.610Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 1.562.023.5417.380.0011.000 0.730.850.971.081.2516.000 0.000.610.630.650.6721.000 (N/A)(N/A)(N/A)(N/A)0.0026.000 Page 19 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: C-PRE-AREA Return Event: 2 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (3.54 in)Storm Event years2Return Event hours45.000Duration in3.5Depth hours0.363Time of Concentration (Composite) acres29.610Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 2.794.9527.910.240.0010.000 1.151.311.471.712.1415.000 0.810.850.880.910.9820.000 (N/A)(N/A)(N/A)0.000.0025.000 Page 20 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: C-PRE-AREA Return Event: 10 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (5.16 in)Storm Event years10Return Event hours45.000Duration in5.2Depth hours0.363Time of Concentration (Composite) acres29.610Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 60.151.880.520.040.008.000 2.542.973.754.938.9213.000 1.491.551.671.972.2618.000 (N/A)0.000.001.381.4423.000 Page 21 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: C-PRE-AREA Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table) TypeII 24hr (7.74 in)Storm Event years100Return Event hours132.000Duration in7.7Depth hours0.363Time of Concentration (Composite) acres29.610Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 1.000 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 2.281.220.470.060.006.000 6.358.4215.44117.815.4511.000 2.793.293.784.275.0016.000 0.012.282.392.482.5821.000 (N/A)(N/A)(N/A)(N/A)0.0026.000 Page 22 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: A-POST-OUT Return Event: 2 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'A-POST-OUT' Upstream NodeUpstream Link B-POST-PONDRoute 10 Node Inflows Flow (Peak) (ft³/s) Time to Peak (hours) Volume (ac-ft) ElementInflow Type 13.5413.0004.903Route 10Flow (From) 13.5413.0004.903A-POST-OUTFlow (In) Page 23 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: A-POST-OUT Return Event: 100 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'A-POST-OUT' Upstream NodeUpstream Link B-POST-PONDRoute 10 Node Inflows Flow (Peak) (ft³/s) Time to Peak (hours) Volume (ac-ft) ElementInflow Type 40.3313.00015.788Route 10Flow (From) 40.3313.00015.788A-POST-OUTFlow (In) Page 24 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: A-PRE-OUT Return Event: 2 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'A-PRE-OUT' Upstream NodeUpstream Link C-PRE-AREA<Catchment to Outflow Node> Node Inflows Flow (Peak) (ft³/s) Time to Peak (hours) Volume (ac-ft) ElementInflow Type 27.9112.0003.976C-PRE-AREAFlow (From) 27.9112.0003.976A-PRE-OUTFlow (In) Page 25 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: A-PRE-OUT Return Event: 100 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'A-PRE-OUT' Upstream NodeUpstream Link C-PRE-AREA<Catchment to Outflow Node> Node Inflows Flow (Peak) (ft³/s) Time to Peak (hours) Volume (ac-ft) ElementInflow Type 117.8112.00015.401C-PRE-AREAFlow (From) 117.8112.00015.401A-PRE-OUTFlow (In) Page 26 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: B-POST-POND Return Event: 1 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.4720.0514.00 0.5090.5091.5270.5470.0515.00 1.0790.5701.7110.5940.0516.00 1.6980.6181.8550.6430.0517.00 2.3650.6672.0000.6910.0518.00 3.0800.7162.1480.7410.0519.00 3.8470.7662.2990.7920.0520.00 4.2490.4022.4120.8170.0520.50 Page 27 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: B-POST-POND Return Event: 2 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.4720.0514.00 0.5090.5091.5270.5470.0515.00 1.0790.5701.7110.5940.0516.00 1.6980.6181.8550.6430.0517.00 2.3650.6672.0000.6910.0518.00 3.0800.7162.1480.7410.0519.00 3.8470.7662.2990.7920.0520.00 4.2490.4022.4120.8170.0520.50 Page 28 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: B-POST-POND Return Event: 10 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.4720.0514.00 0.5090.5091.5270.5470.0515.00 1.0790.5701.7110.5940.0516.00 1.6980.6181.8550.6430.0517.00 2.3650.6672.0000.6910.0518.00 3.0800.7162.1480.7410.0519.00 3.8470.7662.2990.7920.0520.00 4.2490.4022.4120.8170.0520.50 Page 29 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: B-POST-POND Return Event: 100 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.4720.0514.00 0.5090.5091.5270.5470.0515.00 1.0790.5701.7110.5940.0516.00 1.6980.6181.8550.6430.0517.00 2.3650.6672.0000.6910.0518.00 3.0800.7162.1480.7410.0519.00 3.8470.7662.2990.7920.0520.00 4.2490.4022.4120.8170.0520.50 Page 30 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: UPSTREAM Return Event: 1 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.0020.0514.40 0.0020.0020.0110.0060.0515.00 0.0220.0190.0580.0370.0516.00 0.1360.1140.3430.2170.0517.00 0.5560.4201.2600.6640.0518.00 1.6561.0993.2981.6020.0519.00 3.8202.1646.4932.7800.0520.00 Page 31 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: UPSTREAM Return Event: 2 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.0020.0514.40 0.0020.0020.0110.0060.0515.00 0.0220.0190.0580.0370.0516.00 0.1360.1140.3430.2170.0517.00 0.5560.4201.2600.6640.0518.00 1.6561.0993.2981.6020.0519.00 3.8202.1646.4932.7800.0520.00 Page 32 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: UPSTREAM Return Event: 10 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.0020.0514.40 0.0020.0020.0110.0060.0515.00 0.0220.0190.0580.0370.0516.00 0.1360.1140.3430.2170.0517.00 0.5560.4201.2600.6640.0518.00 1.6561.0993.2981.6020.0519.00 3.8202.1646.4932.7800.0520.00 Page 33 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: UPSTREAM Return Event: 100 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.0020.0514.40 0.0020.0020.0110.0060.0515.00 0.0220.0190.0580.0370.0516.00 0.1360.1140.3430.2170.0517.00 0.5560.4201.2600.6640.0518.00 1.6561.0993.2981.6020.0519.00 3.8202.1646.4932.7800.0520.00 Page 34 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft514.00Minimum (Headwater) ft0.10Increment (Headwater) ft520.50Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 520.50518.50C0ForwardW-RRectangular Weir 520.50518.50C0ForwardW-CRectangular Weir 520.50518.50C0ForwardW-LRectangular Weir 520.50518.90C0Forward + ReverseR1Inlet Box 520.50514.00C0ForwardO1Orifice-Circular 520.50513.80TWForwardC0Culvert-Circular (N/A)(N/A)TailwaterTailwater Settings Page 35 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Outlet Input Data Structure ID: C0 Structure Type: Culvert-Circular 1Number of Barrels in48.0Diameter ft66.41Length ft66.41Length (Computed Barrel) ft/ft0.005Slope (Computed) Outlet Control Data 0.013Manning's n 0.200Ke 0.005Kb 0.000Kr ft0.00Convergence Tolerance Inlet Control Data Form 1Equation Form 0.0045K 2.0000M 0.0317C 0.6900Y 1.093T1 ratio (HW/D) 1.195T2 ratio (HW/D) -0.500Slope Correction Factor Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... ft518.17T1 Elevation ft³/s87.96T1 Flow ft518.58T2 Elevation ft³/s100.53T2 Flow Page 36 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Outlet Input Data Structure ID: O1 Structure Type: Orifice-Circular 1Number of Openings ft514.00Elevation in4.0Orifice Diameter 0.620Orifice Coefficient Structure ID: W-L Structure Type: Rectangular Weir 1Number of Openings ft518.50Elevation ft4.00Weir Length (ft^0.5)/s3.32Weir Coefficient Structure ID: W-C Structure Type: Rectangular Weir 1Number of Openings ft518.50Elevation ft4.00Weir Length (ft^0.5)/s3.32Weir Coefficient Structure ID: W-R Structure Type: Rectangular Weir 1Number of Openings ft518.50Elevation ft4.00Weir Length (ft^0.5)/s3.32Weir Coefficient Structure ID: R1 Structure Type: Inlet Box 1Number of Openings ft518.90Elevation ft²36.0Orifice Area 0.600Orifice Coefficient ft24.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.000K Reverse 0.000Manning's n 0.000Kev, Charged Riser FalseWeir Submergence FalseOrifice H to crest Page 37 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.002.000.00514.00 0.002.000.02514.10 0.002.000.07514.20 0.002.000.14514.30 0.002.000.21514.40 0.002.000.25514.50 0.002.000.29514.60 0.002.000.32514.70 0.002.000.35514.80 0.002.000.37514.90 0.002.000.40515.00 0.002.000.42515.10 0.002.000.44515.20 0.002.000.46515.30 0.002.000.47515.40 0.002.000.50515.50 0.002.000.52515.60 0.002.000.54515.70 0.002.000.55515.80 0.002.000.57515.90 0.002.000.59516.00 0.002.000.60516.10 0.002.000.62516.20 0.002.000.63516.30 0.002.000.65516.40 0.002.000.66516.50 0.002.000.68516.60 0.002.000.69516.70 0.002.000.70516.80 0.002.000.71516.90 0.002.000.73517.00 0.002.000.73517.10 0.002.000.75517.20 0.002.000.76517.30 0.002.000.78517.40 0.002.000.78517.50 0.002.000.80517.60 0.002.000.81517.70 0.002.000.82517.80 0.002.000.83517.90 0.002.000.85518.00 0.002.000.86518.10 0.002.000.87518.20 Page 38 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.002.000.88518.30 0.002.000.89518.40 0.002.000.90518.50 0.002.002.14518.60 0.002.004.40518.70 0.002.007.30518.80 0.002.0010.71518.90 0.002.0016.80519.00 0.002.0025.17519.10 0.002.0035.07519.20 0.002.0046.23519.30 0.002.0058.55519.40 0.002.0071.86519.50 0.002.0086.08519.60 0.002.00100.51519.70 0.002.00111.06519.80 0.002.00118.87519.90 0.002.00125.17520.00 0.002.00129.85520.10 0.002.00133.53520.20 0.002.00136.19520.30 0.002.00138.34520.40 0.002.00140.26520.50 Contributing Structures (no Q: W-R,W-C,W-L,R1,O1,C0) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) Page 39 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Composite Rating Curve Composite Outflow Summary Contributing Structures O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) O1,C0 (no Q: W-R,W-C,W-L,R1) W-R,W-C,W-L,O1,C0 (no Q: R1) W-R,W-C,W-L,O1,C0 (no Q: R1) W-R,W-C,W-L,O1,C0 (no Q: R1) W-R,W-C,W-L,O1,C0 (no Q: R1) W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 Page 40 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: CS Return Event: 1 yearsSubsection: Composite Rating Curve Composite Outflow Summary Contributing Structures W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 W-R,W-C,W-L,R1,O1,C0 R1,C0 (no Q: W-R,W-C,W-L,O1) Page 41 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: B-POST-POND Return Event: 1 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.00Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 2.879518.7213.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage -2.7815.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 32.3712.000Pond Outflow... 44.6712.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward3.615 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.065Pond Outflow... Forward5.298Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft3.615Volume (Total In ICPM) ac-ft5.419Volume (Total Out ICPM) ac-ft0.037Volume (Ending) ft514.07Elevation (Ending) ac-ft-1.840Difference %34.0 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 42 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: B-POST-POND Return Event: 2 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.00Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 3.042518.9513.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage -7.0713.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 44.5712.000Pond Outflow... 62.1012.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward4.814 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.130Pond Outflow... Forward7.298Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft4.814Volume (Total In ICPM) ac-ft5.033Volume (Total Out ICPM) ac-ft2.066Volume (Ending) ft517.55Elevation (Ending) ac-ft-2.285Difference %45.4 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 43 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: B-POST-POND Return Event: 10 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.00Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 3.204519.1613.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage 0.000.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 73.4512.000Pond Outflow... 110.9912.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward13.342 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.000Pond Outflow... Forward12.966Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft12.221Volume (Total In ICPM) ac-ft8.836Volume (Total Out ICPM) ac-ft2.112Volume (Ending) ft517.62Elevation (Ending) ac-ft1.273Difference %10.4 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 44 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (2.93 in)Label: UPSTREAM Return Event: 1 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.40Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 1.184518.5715.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage -2.7815.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 32.3712.000Pond Outflow... 44.6712.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward3.615 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.065Pond Outflow... Forward5.298Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft5.363Volume (Total In ICPM) ac-ft3.615Volume (Total Out ICPM) ac-ft0.000Volume (Ending) ft514.40Elevation (Ending) ac-ft1.748Difference %32.6 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 45 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (3.54 in)Label: UPSTREAM Return Event: 2 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.40Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 1.435518.8013.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage -7.0713.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 44.5712.000Pond Outflow... 62.1012.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward4.814 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.130Pond Outflow... Forward7.298Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft7.428Volume (Total In ICPM) ac-ft4.814Volume (Total Out ICPM) ac-ft0.381Volume (Ending) ft517.58Elevation (Ending) ac-ft2.232Difference %30.1 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 46 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (5.16 in)Label: UPSTREAM Return Event: 10 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.40Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 2.258519.2813.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage 0.000.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 73.4512.000Pond Outflow... 110.9912.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward13.342 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.000Pond Outflow... Forward12.966Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft12.966Volume (Total In ICPM) ac-ft13.342Volume (Total Out ICPM) ac-ft0.410Volume (Ending) ft517.65Elevation (Ending) ac-ft-0.786Difference %5.9 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 47 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 Storm Event: TypeII 24hr (7.74 in)Label: UPSTREAM Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft514.40Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)70Maximum Iterations ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step 2.716519.4913.000 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage 0.000.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 94.0512.000Pond Outflow... 191.2912.000Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward21.298 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.000Pond Outflow... Forward22.455Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft22.455Volume (Total In ICPM) ac-ft21.298Volume (Total Out ICPM) ac-ft0.000Volume (Ending) ft514.40Elevation (Ending) ac-ft1.157Difference %5.2 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 48 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Union County, NC (Time-Depth Curve, 1 years)...1, 2 U CS (Outlet Input Data, 1 years)...35, 36, 37 CS (Composite Rating Curve, 1 years)...38, 39, 40, 41 C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 2 years)...20 C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 100 years)...22 C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 10 years)...21 C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 1 years)...19 C-PRE-AREA (Time of Concentration Calculations, 1 years)...11, 12 C-PRE-AREA (Runoff CN-Area, 1 years)...14 C-POST-AREA (Unit Hydrograph (Hydrograph Table), 2 years)...16 C-POST-AREA (Unit Hydrograph (Hydrograph Table), 100 years)...18 C-POST-AREA (Unit Hydrograph (Hydrograph Table), 10 years)...17 C-POST-AREA (Unit Hydrograph (Hydrograph Table), 1 years)...15 C-POST-AREA (Time of Concentration Calculations, 1 years)...9, 10 C-POST-AREA (Runoff CN-Area, 1 years)...13 C B-POST-POND (Interconnected Pond Routing Summary, 2 years)...43 B-POST-POND (Interconnected Pond Routing Summary, 10 years)...44 B-POST-POND (Interconnected Pond Routing Summary, 1 years)...42 B-POST-POND (Elevation-Area Volume Curve, 2 years)...28 B-POST-POND (Elevation-Area Volume Curve, 100 years)...30 B-POST-POND (Elevation-Area Volume Curve, 10 years)...29 B-POST-POND (Elevation-Area Volume Curve, 1 years)...27 B A-PRE-OUT (Addition Summary, 2 years)...25 A-PRE-OUT (Addition Summary, 100 years)...26 A-POST-OUT (Addition Summary, 2 years)...23 A-POST-OUT (Addition Summary, 100 years)...24 A Hopewell Baptist Phase 3 Index Page 49 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Hopewell Baptist Phase 3 UPSTREAM (Interconnected Pond Routing Summary, 2 years)...46 UPSTREAM (Interconnected Pond Routing Summary, 100 years)...48 UPSTREAM (Interconnected Pond Routing Summary, 10 years)...47 UPSTREAM (Interconnected Pond Routing Summary, 1 years)...45 UPSTREAM (Elevation-Area Volume Curve, 2 years)...32 UPSTREAM (Elevation-Area Volume Curve, 100 years)...34 UPSTREAM (Elevation-Area Volume Curve, 10 years)...33 UPSTREAM (Elevation-Area Volume Curve, 1 years)...31 Union County, NC (Time-Depth Curve, 2 years)...3, 4 Union County, NC (Time-Depth Curve, 100 years)...7, 8 Union County, NC (Time-Depth Curve, 10 years)...5, 6 Page 50 of 5027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/19/2018 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution Center17000199-Wet Pond.ppc Basin ID: Project Name: Project # : Designer: Date: 12/26/17 Rev:03/19/17 10.46 ac 19.56 ac 0.24 ac -0.24 ac 30.02 ac 35.64% 5.298 ac-ft 2.641 ac-ft Difference 2.657 ac-ft 4.00 ft Mtn/Piedmont Region 3.00 4.00 5.00 6.00 7.00 8.00 10% 0.51 0.43 0.37 0.30 0.27 0.25 20% 0.84 0.69 0.61 0.51 0.44 0.40 30% 1.17 0.81 0.84 0.72 0.61 0.56 40% 1.51 1.22 1.09 0.91 0.78 0.71 50% 1.79 1.47 1.31 1.13 0.95 0.87 60% 2.09 1.73 1.49 1.31 1.12 1.03 70% 2.51 2.04 1.80 1.56 1.34 1.17 80% 2.92 2.36 2.07 1.82 1.62 1.40 90% 3.25 2.64 2.31 2.04 1.84 1.59 100% 3.55 2.79 2.52 2.34 2.04 1.75 Pool Depth Imp Cover SA/DA @ 4'SA/DA @ 5' SA/DA @ 4.18' Lower Value: 4.00' 30.00% 0.81 0.84 0.82 1.041359094 0.981072618 0.981072618 Actual Value: 4.18' 35.64% X X X Upper Value: 5.00' 40.00% 1.22 1.09 1.20 X = 1.04 0.98 1.03 0.31 ac or 13,455.15 sf (SA/DA x Drainage Area) Wet Detention Basin Worksheet Wet Pond #1 Hopewell Baptist Church 17000199 Kevin Westra, PE The wet detention basin has been designed in accordance with and the NCDEQ BMP Design Manual Dated January 3rd, 2017. DESIGNED PER 01-03-2017 MINIMUM DESIGN CRITERIA Basin Drainage Area Summary Impervious Area: Pervious Area: Future Impervious Area: Future Pervious Area: Total Area: Percent Impervious: Post Development Volume (1 Yr Event) Pre Development Volume (1 Yr Event) Assumed Average Depth of Permanent Pool: Calculate the Minimum Required Surface Area for the Permanent Pool (based on NCDEQ) Basin Designed for Table 1.1 Surface Area to Drainage Area (SA/DA). Taken from NCDEQ, 2017 % IMP. Cover PERMANENT POOL AVERAGE DEPTH (ft.) See next sheet for calculation of actual avg. depth Surface Area Min.: 514.00 Elev. Forebay Area Main Bay Area Total Area Avg. Total Area Main Bay Accumul. Vol. Forebay Accumul. Vol. Total Accumul. Vol. 508 .00 sf 6,072.00 sf 6,072.00 sf .00 sf .00 cf .00 cf .00 cf 509 1,037.00 sf 7,519.00 sf 8,556.00 sf 7,314.00 sf 6,795.50 cf .00 cf 6,795.50 cf 510 1,540.00 sf 8,627.00 sf 10,167.00 sf 9,361.50 sf 14,868.50 cf 1,288.50 cf 16,157.00 cf 511 2,065.00 sf 9,785.00 sf 11,850.00 sf 11,008.50 sf 24,074.50 cf 3,091.00 cf 27,165.50 cf 512 2,679.00 sf 10,965.00 sf 13,644.00 sf 12,747.00 sf 34,449.50 cf 5,463.00 cf 39,912.50 cf 513 3,391.00 sf 12,186.00 sf 15,577.00 sf 14,610.50 sf 46,025.00 cf 8,498.00 cf 54,523.00 cf 513.5 3,897.00 sf 13,201.00 sf 17,098.00 sf 16,337.50 sf 52,371.75 cf 10,320.00 cf 62,691.75 cf 514 .00 sf 20,570.00 sf 20,570.00 sf 18,834.00 sf 60,814.50 cf 11,294.25 cf 72,108.75 cf .00 sf .00 sf .00 cf .00 cf .00 cf .00 sf .00 sf .00 cf .00 cf .00 cf .00 sf .00 sf .00 cf .00 cf .00 cf .00 sf .00 sf .00 cf .00 cf .00 cf Elev.Vol. Accumul. Vol. 514 .00 cf .00 cf 515 22,189.50 cf 22,189.50 cf 516 24,850.00 cf 47,039.50 cf 517 26,948.00 cf 73,987.50 cf 518 29,051.50 cf 103,039.00 cf 518.5 15,311.50 cf 118,350.50 cf 519 15,594.50 cf 133,945.00 cf 520 33,382.50 cf 167,327.50 cf .00 cf .00 cf 20,570.00 sf 13,455.15 sf Total Volume of Permament Pool: 72,108.75 cf 4.18' Perm Pool Area:20,570-sf Bott. Shelf Area:17,098-sf Bottom Area:6,072.00 sf Depth:5.50 15.66% Calculate the Average Depth and Design Volume of Basin from Proposed Contours Assumed Elev. Of Permanent Pool Basin Permanent Pool Stage/Storage Basin Detention Stage/Storage Above Permanent Pool Elevation Contour Area 20,570.00 sf 23,809.00 sf 25,891.00 sf 28,005.00 sf 30,098.00 sf 32,280.00 sf 34,485.00 sf 31,148.00 sf Actual Surface Area of Permanent Pool: Req'd Surface Area of Permanent Pool: Actual Greater Than Req'd- Acceptable Average Depth of Permanent Pool: Avg. Depth is Acceptable and is Greater Than The Assumed Depth NOTE: Min.Avg. Depth Allowed is 3', Max. Avg. Depth is 9' Compute Forebay Volume Forebay Too Small NOTE: Recommended Volume in Forebay is Between 18% and 22% of Total Volume                             bottshelf bottpondbottshelf permpool bottshelf av A DepthAA A Ad 2125.0 1.0" Rainfall. POST I = 35.64%Rv =0.37 WQv (1 IN)=40,405.53 cf WQv (Post-Pre) = 115,738.92 cf Elev. Vol. Above Perm. Pool 518.00 103,039.00 cf X 115,738.92 cf 518.50 118,350.50 cf Area of WQv WQv Provided 518.41 WQv Elev. Used:518.50 20,570-sf 118,351-cf 4.50 ft 30098 Determine The Volume & Elevation of The Temporary Water Quality Pool Determine the Runoff Coefficient (Rv) for the Rv = 0.05 + 0.9 x (I) Determine the Water Quality Volume (WQv) WQv = Design Rainfall x Rv x Drainage Area Design Rainfall is 1.0" Inch Rv is 0.37 Drainage Area is 30.02 Acres WQv = 1.0" x 0.37 x 30.02 Determine the Elevation of the WQv Highest Elev. Below WQv Estimated WQv Elev. Min. WQv Elev.: Temporary WQv Pool Depth:Recommended WQv Elev. Should be 0.5' Above Min. WQv Elev. Estimated Orifice Dia.: 4.00 in Orifice Eq. Q = ca(2gh)^1/2 c = 0.62 Draw-down Time = WQv Vol./Q a = 0.0873 sf g = 32.17 ft/s Orifice Invert Assumed at Perm. Pool Elev. h = 1.44' Q = 0.52 cfs 63.02 hrs Acceptable OUTFLOW PIPE Elevation = 507.00 6' Littoral Shelf Determine The Release Rate for the Water Quality Pool Compute Water Quality Volume Release Rate Note: Head (h) is taken as 1/3 actual WQv ELEV. 518.41 PERM POOL ELEV. 514 BOTTOM OF POND 508 Add'l 1' of Sediment Storage Draw-down Time: Draw-down Time should be 2 to 5 days Wet Extended Detention Basin Summary Permit No.______________________ (to be provided by DWQ) I. PROJECT INFORMATION Project name Contact person Phone number Date Drainage area number II. DESIGN INFORMATION Site Characteristics Drainage area 1,289,866 ft2 Impervious area, post-development 465,785 ft2 % impervious 36.11 % Design rainfall depth 2.9 (post-pre) in Storage Volume: Non-SA Waters Minimum volume required 115,739 ft3 OK, volume provided is equal to or in excess of volume required. Storage Volume: SA Waters 1.5" runoff volume ft3 Pre-development 1-yr, 24-hr runoff ft3 Post-development 1-yr, 24-hr runoff ft3 Minimum volume required ft3 Peak Flow Calculations Is the pre/post control of the 1yr 24hr storm peak flow required? y (Y or N) 1-yr, 24-hr rainfall depth 2.9 in Rational C, pre-development 0.30 (unitless) Rational C, post-development 0.65 (unitless) Rainfall intensity: 1-yr, 24-hr storm 3.30 in/hr OK Pre-development 1-yr, 24-hr peak flow 17.38 ft3/sec Post-development 1-yr, 24-hr peak flow 4.94 ft3/sec Pre/Post 1-yr, 24-hr peak flow control -12.44 ft3/sec Elevations Temporary pool elevation 518.50 fmsl Permanent pool elevation 514.00 fmsl SHWT elevation (approx. at the perm. pool elevation) 505.00 fmsl Top of 10ft vegetated shelf elevation 514.50 fmsl Bottom of 10ft vegetated shelf elevation 513.50 fmsl Sediment cleanout, top elevation (bottom of pond) 509.00 fmsl Sediment cleanout, bottom elevation 508.00 fmsl Sediment storage provided 1.00 ft Is there additional volume stored above the state-required temp. pool? y (Y or N) Elevation of the top of the additional volume 518.5 fmsl OK 704-496-6297 3/19/2018 This form must be filled out, printed and submitted. WET DETENTION BASIN SUPPLEMENT STORMWATER MANAGEMENT PERMIT APPLICATION FORM Kevin Westra 401 CERTIFICATION APPLICATION FORM The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information. 1 Volume provided ft3 ft3 Hopewell Baptist Worship Addition Volume provided 118,351 Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2 Permit No.______________________ (to be provided by DWQ) II. DESIGN INFORMATION Surface Areas Area, temporary pool 31,148 ft2 Area REQUIRED, permanent pool 13,157 ft2 SA/DA ratio 1.02 (unitless) Area PROVIDED, permanent pool, Aperm_pool 19,920 ft2 OK Area, bottom of 10ft vegetated shelf, Abot_shelf 16,273 ft2 Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 8,027 ft2 Volumes Volume, temporary pool 118,351 ft3 OK Volume, permanent pool, Vperm_pool 72,108 ft3 Volume, forebay (sum of forebays if more than one forebay) 10,320 ft3 Forebay % of permanent pool volume 14.3% % Insufficient forebay volume. SA/DA Table Data Design TSS removal 85 % Coastal SA/DA Table Used? n (Y or N) Mountain/Piedmont SA/DA Table Used? y (Y or N) SA/DA ratio 1.02 (unitless) Average depth (used in SA/DA table): Calculation option 1 used? (See Figure 10-2b) n (Y or N) Volume, permanent pool, Vperm_pool 72,108 ft3 Area provided, permanent pool, Aperm_pool 19,920 ft2 Average depth calculated 4.20 ft OK Average depth used in SA/DA, dav, (Round to nearest 0.5ft)4.2 ft OK Calculation option 2 used? (See Figure 10-2b) y (Y or N) Area provided, permanent pool, Aperm_pool 19,920 ft2 Area, bottom of 10ft vegetated shelf, Abot_shelf 16,273 ft2 Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 8,027 ft2 "Depth" (distance b/w bottom of 10ft shelf and top of sediment) 4.50 ft Average depth calculated 4.20 ft OK Average depth used in SA/DA, dav, (Round to down to nearest 0.5ft)4.2 ft OK Drawdown Calculations Drawdown through orifice? y (Y or N) Diameter of orifice (if circular) 4.18 in Area of orifice (if-non-circular)in2 Coefficient of discharge (CD)0.62 (unitless) Driving head (Ho)1.44 ft Drawdown through weir? n (Y or N) Weir type (unitless) Coefficient of discharge (Cw)(unitless) Length of weir (L) ft Driving head (H) ft Pre-development 1-yr, 24-hr peak flow 17.38 ft3/sec Post-development 1-yr, 24-hr peak flow 4.94 ft3/sec Storage volume discharge rate (through discharge orifice or weir) 0.52 ft3/sec OK, draws down in 2-5 days. Additional Information Vegetated side slopes 3 :1 OK Vegetated shelf slope 10 :1 OK Vegetated shelf width 10.0 ft OK Length of flowpath to width ratio 3 :1 Insufficient flow path to width ratio. Must not short-circuit pond. Length to width ratio 3.0 :1 OK Trash rack for overflow & orifice? y (Y or N) OK Freeboard provided 1.3 ft OK Vegetated filter provided? y (Y or N) OK Recorded drainage easement provided? y (Y or N) OK Capures all runoff at ultimate build-out? y (Y or N) OK Drain mechanism for maintenance or emergencies is: Storage volume drawdown time 2.36 days pump pond down Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2 Section 5 Exhibits ―│Ï ―│Ï ││―│Ï ―│Ï │││――│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï │―│Ï ―│Ï│―│Ï ―│Ï ―│Ï ―│Ï │Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï │―│―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ││Ï │Ï ―│Ï ―│Ï ― ―│Ï ―│Ï ―│Ï ― ―│Ï │―│Ï │―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï │―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ――― ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï │││―││― ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï Ï Ï Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï │―│Ï │―│Ï │―│Ï ―││Ï│Ï││―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│―│Ï │Ï │Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï │Ï │Ï │Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï ―│Ï #!" #!" ▄▄OP #!" █n 50550600 550 500550500500 500 500550500500500 500500550500500 500 550 550 500 550£¤601 ¬«218 ¬«218 CLONTZ RD O L D D U T C H R D W JOE LEE HELMS R D PRICE TUCKER RD OLD DUTCH RD E HOPEWELL CHURCH RDTRAIL FAIRVIEW RDB L U E R O C K R D GLER RDSURRY LNERITA G E V W k CrDu c k C r Goose CrUnion Cem Hopewell Church Cem Bethlehem Presbyterian Church Cem Fairview Site Soil Map—Union County, North Carolina (Hopewell Baptist Church) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 1 of 33890800389100038912003891400389160038918003890800389100038912003891400389160038918003892000541100541300541500541700541900542100542300542500542700542900543100543300 541100 541300 541500 541700 541900 542100 542300 542500 542700 542900 543100 543300 35° 10' 12'' N 80° 32' 56'' W35° 10' 12'' N80° 31' 26'' W35° 9' 31'' N 80° 32' 56'' W35° 9' 31'' N 80° 31' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:6,130 if printed on B landscape (17" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. 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: Union County, North Carolina Survey Area Data: Version 17, Oct 3, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2015—Feb 8, 2017 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. Soil Map—Union County, North Carolina (Hopewell Baptist Church) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BaB Badin channery silt loam, 2 to 8 percent slopes 32.5 22.7% BdB2 Badin channery silty clay loam, 2 to 8 percent slopes, moderately eroded 5.8 4.1% CmB Cid channery silt loam, 1 to 5 percent slopes 37.4 26.1% GoC Goldston very channery silt loam, 4 to 15 percent slopes 8.2 5.7% GsB Goldston-Badin complex, 2 to 8 percent slopes 29.0 20.2% ScA Secrest-Cid complex, 0 to 3 percent slopes 30.4 21.2% Totals for Area of Interest 143.3 100.0% Soil Map—Union County, North Carolina Hopewell Baptist Church Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 3 of 3 Hydrologic Soil Group—Union County, North Carolina (Hopewell Baptist Church) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 1 of 43890800389100038912003891400389160038918003890800389100038912003891400389160038918003892000541100541300541500541700541900542100542300542500542700542900543100543300 541100 541300 541500 541700 541900 542100 542300 542500 542700 542900 543100 543300 35° 10' 12'' N 80° 32' 56'' W35° 10' 12'' N80° 31' 26'' W35° 9' 31'' N 80° 32' 56'' W35° 9' 31'' N 80° 31' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:6,130 if printed on B landscape (17" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. 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: Union County, North Carolina Survey Area Data: Version 17, Oct 3, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2015—Feb 8, 2017 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. Hydrologic Soil Group—Union County, North Carolina (Hopewell Baptist Church) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BaB Badin channery silt loam, 2 to 8 percent slopes C 32.5 22.7% BdB2 Badin channery silty clay loam, 2 to 8 percent slopes, moderately eroded C 5.8 4.1% CmB Cid channery silt loam, 1 to 5 percent slopes D 37.4 26.1% GoC Goldston very channery silt loam, 4 to 15 percent slopes D 8.2 5.7% GsB Goldston-Badin complex, 2 to 8 percent slopes D 29.0 20.2% ScA Secrest-Cid complex, 0 to 3 percent slopes C 30.4 21.2% Totals for Area of Interest 143.3 100.0% Hydrologic Soil Group—Union County, North Carolina Hopewell Baptist Church Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Union County, North Carolina Hopewell Baptist Church Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/9/2018 Page 4 of 4 Section 6 Drainage Maps OLD DUTCH ROADCONCORD HIGHWAY - US 601LEGENDDrainage Map-Detention Pre. Dev.NORTHREVISIONSDATESHEET NUMBERSEALPROJECT NO01.29.2018170028900 Concord HwyFairview, NC 28110HOPEWELLBAPTISTWORSHIPADDITION REVISIONSDATESHEET NUMBERSEALPROJECT NO01.29.2018170028900 Concord HwyFairview, NC 28110HOPEWELLBAPTISTWORSHIPADDITIONNORTHDRAINAGE AREAMAP REVISIONSDATESHEET NUMBERSEALPROJECT NO01.29.2018170028900 Concord HwyFairview, NC 28110HOPEWELLBAPTISTWORSHIPADDITIONNORTHCOMPONENT MAP