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Home My WebLink AboutSW6210905_Stormwater Report_20230405C lor�IT�I�� RENTAL STORAGE FAMAMONNIM NC HW Y 27 W SANFORD, NORTH CAROLINA STORMWATER AND EROSION CONTROL CALCULATIONS JOB CODE: HCSS 1 30 JUN, 2021 THE SITE GROUP, PLLC 1111 OBERLIN ROAD RALEIGH NC 27605 USA REVISED: 10 16 SEP 2021 09 NOV 2021 25 FEB 2022 Landscape Architects, Engineers TELEPHONE 919 835 4787 TELEFAX 919 839 2255 MEN V1 Njp it N �� ► HCSS1 January 10, 2022 TABLE OF CONTENTS • Executive Summary • Wet Detention Basin Worksheet & Drainage Calculations • Pre -Post Peak Runoff Model • Erosion Control Calculations • Outlet Protection Calculations • Rational Pipe Sizing Calculations • Supporting Documentation The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 919-839-2255 (f) HCSS1 January 10, 2022 EXECUTIVE SUMMARY The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 919-839-2255 (f) MEN V1 K Iit ■� ► Champion Court Rental 58 Buffalo Lake Road November 09, 2021 Stormwater Executive Summary Background The project site includes a single tract of land with a total land area of 6.72 acres. The disturbed area of the project is 5.06 acres. The property is zoned Commercial in Harnett County. Stormwater Peak Flow Quality & Quantity This project proposes a wet pond with forebay and littoral shelf to treat stormwater runoff quality. The first flush volume is delivered into the forebay for sediment reduction. This project is responsible for detaining the post develop runoff to predevelopment levels for the 1 year 24- hour storm. We utilized the Hydraflow Hydrographs software to building pre- and post -development drainage models and adjusted the size of the underground detention until we were able to detain the 1 year storms to pre development levels. We have included analysis for the 2 year and 10 year storms, but this information is not a requirement. The chart below shows the results of our peak flow models, details for each hydrograph and routing details can be found in this report. Peak Runoff Summary (in CFS) * Peak runoff reduction only required for 1 year 24 hour storm. Pre Development Post Dev with Detention Q1 Q10* Q100* 3.278 15.10 31.24 0.603 15.15 33.86 The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 1/3 919-839-2255 (f) MEN V1 K Iit ■� ► November 09, 2021 EROSION CONTROL SUMMARY Erosion Control Summary The site contains three drainage areas which drain to the northwester side of the property. Perimeter silt fencing will prevent some outside water infiltration and maintain on -site erosion control. This site has been designed with silt fence outlets which are spaced apart to convey about 0.5 acres of runoff each. Matting material will protect the diversion ditches and the outlet channel downstream of the sediment basin and SCM. Per NCG01, all portions of the proposed project must be stabilized within 7 days. Methodology Hydraflow Express Extension, as incorporated into the AutoCAD Civil 3D computer program, was used to conduct hydrologic analysis of the diversion ditch. The rational method was used to compute flow to each storm inlet and routed through the system to calculate flow rates, velocities, and shear stresses. This information was used to size the outlet protection where stormwater leaves the site. For the ditches, we performed calculations using 2-year and 10- year data to determine the various conditions for utilizing alternative matting material. Refer to the attached calculations. The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 2/3 919-839-2255 (f) MEN V1 K Iit ■� ► November 09, 2021 The following standard practices will be used on the site: 6.01 Construction Sequence Schedule It is the responsibility of the contractor to notify the LQS Inspector before and after construction takes place. 6.05 Tree Protection Tree protection and combination tree protection / silt fence will be installed around the perimeter of the site to protect trees from damage due to construction activities. Reinforced silt fence outlets will be installed at along the silt fence line at points that remove 0.5 acres of potential runoff from the site. 6.06 Gravel Construction Entrance A temporary gravel construction entrance will be installed to reduce removal of sediment from the site by construction equipment. 6.10 Temporary Seeding Temporary seeding will be used to stabilize any disturbed areas that will not be brought to final grade for a period of more than 21 calendar in accordance with NPDES Construction Stormwater General Permit NCG010000. 6.11 Permanent Seeding Permanent seeding will be used to stabilize disturbed areas once the site is brought to final grade 6.17 Rolled Erosion Controlled Products C350 will be used to stabilize soil in diversion ditches and roadway surfaces. 6.32 Slope Drain Slope drains will be used to direct water diverted from off -site to the inlets and culverts. 6.41 Outlet Stabilization Outlet stabilization will be provided with a rip -rap apron installed at each stormwater outfall point. Rip -rap dissipator pads have been designed accordingly with calculations for each culvert attached. 6.83 Check Dams If required, check dams will be spaced along all diversion ditches along the road to reduce erosion in the channel due to the steepness of the site. They will be spaced 5 feet apart. The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 3/3 919-839-2255 (f) MEN V1 NjP it M �� ► HCSS1 January 10, 2022 WET DETENTION BASIN WORKSHEET & DRAINAGE CALCLUATIONS The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 919-839-2255 (f) NOAA Atlas 14, Volume 2, Version 3 Location name: Sanford, North Carolina, USA* Mt Latitude: 35.3324°, Longitude:-79.046° Elevation: 275.04 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 I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp Duration Average recurrence interval (years) 1 2 5 10 25 50 1 100 100 200 500 1000 5-min 5.20 (4.72-5.76) 6.13 (5.57-6.80) 7.13 (6.47-7.91) 7.86 (7.12-8.70) 8.72 (7.86-9.64) 9.31 (8.38-10.3) 9.88 (8.84-10.9) 10.4 (9.25-11.5) 11.0 (9.70-12.1) 11.4 (10.0-12.6) 4.15 4.90 5.71 6.29 6.95 7.42 7.85 8.24 8.69 9.02 10-min (3.77-4.60) (4.45-5.44) (5.18-6.33) (5.69-6.96) (6.26-7.68) (6.67-8.19) (7.02-8.66) (7.33-9.08) (7.67-9.59) (7.90-9.95) 3.46 4.10 4.81 5.30 5.87 6.26 6.62 6.93 7.30 7.55 15-min (3.14-3.83) (3.73-4.56) (4.37-5.34) 11 (4.80-5.87) (5.29-6.49) (5.63-6.92) (5.92-7.30) (6.17-7.64) (6.44-8.04) (6.61-8.32) 2.37 2.84 3.42 3.84 4.35 4.72 5.07 5.39 5.81 6.11 30-min (2.15-2.63)1 (2.58-3.15) 11 (3.10-3.79) 11 (3.48-4.25) 11 (3.92-4.80) 1 (4.24-5.21) 1 (4.53-5.59) 1 (4.80-5.95) 1 (5.12-6.40) 1 (5.35-6.74) 1.48 1.78 2.19 2.50 2.90 3.20 3.49 3.78 4.17 4.46 60-min (1.34-1.64) 1 1 (1.99-2.43) 11 (2.27-2.77) 11 (2.61-3.20) 1 (2.87-3.53) 1 (3.12-3.85) 1 (3.37-4.1 7) 1 (3.67-4.59) 1 (3.91-4.92) 0.867 1.05 1.31 1.51 1.78 1.98 2.19 2.40 2.68 2.90 2-hr (0.780-0.972) (0.946-1.18) 1 1 (1.59-1.99) (1.76-2.22) 1 (1.93-2.44) 1 (2.11-2.68) 1 (2.33-2.99) 1 (2.50-3.23) 0.614 0.743 0.932 1.08 119 1.45 1.62 1.80 2.04 2.24 3-hr (0.553-0.689) (0.671-0.834) (0.841-1.05) (0.973-1.21) 11 (1.15-1.44) 1 (1.29-1.62) 1 (1.43-1.81) 1 (1.57-2.00) 1 (1.76-2.27) 1 (1.91-2.49) 0.367 0.444 0.558 0.649 0.774 0.876 F 0.982 1.09 1.25 1.37 6-hr (0.334-0.407) (0.404-0.492) (0.507-0.618) (0.588-0.718) (0.696-0.855) (0.782-0.966) (0.869-1.08) (0.958-1.20) 1 (1.08-1.37) 1 (1.17-1.51) 0.215 0.261 0.329 0.385 0.462 0.526 0.594 0.665 0.767 F 0.851 12-hr (0.196-0.239) (0.237-0.289) (0.299-0.365) (0.347-0.426) (0.414-0.510) (0.468-0.579) (0.523-0.652) (0.579-0.730) (0.658-0.842) (0.720-0.933) 0.127 0.154 0.194 0.226 0.270 0.305 0.341 0.379 0.430 0.471 24-hr (0.118-0.138) (0.143-0.166) (0.180-0.210) (0.209-0.244) (0.249-0.291) (0.280-0.329) (0.313-0.368) (0.346-0.408) (0.391-0.464) (0.427-0.508) 0.074 0.089 0.112 0.130 0.154 0.174 0.194 0.215 0.243 0.266 2-day (0.069-0.080) (0.083-0.096) (0.104-0.121) (0.120-0.140) (0.142-0.166) (0.160-0.187) (0.178-0.208) (0.196-0.231) (0.221-0.262) (0.241-0.287) 0.052 0.063 0.079 0.091 0.108 0.121 0.135 0.149 0.169 0.184 3-day (0.049-0.056) (0.059-0.068) (0.073-0.084) (0.084-0.097) (0.100-0.115) (0.112-0.130) (0.124-0.145) (0.137-0.160) (0.154-0.181) (0.167-0.198) 0.042 0.050 0.062 0.071 0.084 0.095 0.106 0.117 0.132 0.144 4-day (0.039-0.044) (0.047-0.053) (0.058-0.066) (0.066-0.076) (0.078-0.090) (0.088-0.101) (0.097-0.113) (0.107-0.125) (0.120-0.141) (0.131-0.154) 0.027 0.033 0.040 0.046 0.054 0.060 0.067 0.074 0.083 0.090 7-day (0.026-0.029) (0.031-0.035) (0.037-0.043) (0.043-0.049) (0.050-0.058) (0.056-0.065) (0.062-0.072) (0.068-0.079) (0.076-0.089) (0.082-0.097) 0.022 0.026 0.031 0.036 0.041 0.046 0.050 0.055 0.061 0.066 10-day (0.021-0.023) (0.025-0.028) (0.030-0.033) (0.033-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.056-0.065) (0.061-0.071) 0.015 0.017 0.021 0.023 0.027 0.029 0.032 0.035 0.039 0.041 20-day (0.014-0.016) (0.016-0.019) (0.019-0.022) (0.022-0.025) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.037) (0.036-0.041) (0.038-0.044) 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.029 0.031 30-day (0.012-0.013) (0.014-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.033) 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.023 0.024 45-day (0.010-0.011) (0.011-0.013) (0.013-0.015) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.020-0.022) (0.021-0.024) (0.022-0.026) 0.009 0.011 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.020 60-day (0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) 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 PF graphical 1161616I6161 10.000 C 41 1.000 C GJ a-� C 0 001 100.000 e 0100 4.1 49 0.010 PD5-based intensity -duration -frequency (IDF) curves Latitude: 35.3324', Longitude:-79.0460' I I I I I I I I I T I I I I I I I t t Jr t L N N O r{4 N rq rq rq N rq N Alb N rV A q O O O Ln O rl r-I rn w r-I ry rn v Ln Duration 0.001 1 I I I I I I 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Wed May 5 20:41:35 2021 Back to Top Maps & aerials Small scale terrain Average recurrence interval {years} — 1 2 — 5 — 14 — 25 54 100 200 500 1000 Duration — 6-min — 2-day — 14-min — 3-day 15-min — d-dmy — 30-rnw — 7-day — 5 Wain — 10-day — 2fir — 20-day — 3-hr — 30-day — Bfir — 45-Jay — 12-nr — 60-day 24-nr scale terrain Winston-Salem • . UuIll anl � Rc�cky�r..lo;r,,, Greensboro Raleigh TORTH CAROLINA I G Charlotte Fayetteville OILY 100km wilmingwil Orrsla w 6 mi Large scale map Win::tan-Saler77 ;;reenskyara duritiarn North Carolina I I F etteville 0 :m Large scale aerial Rocky Mount 4 Greenville vi Wilmington 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 D r a i n a E x i s t i n g D A r e a A r e a C f C N L a w n F� 1 2 4 2 6 1 1 9 6 L a w n F a i r H S G 1 0 5, 7 5 S 2. 4 3 Lawn, Fe 25 0 S 48. G r a 0 0 9 0 R o o f/ C o n 0 0 9 0. W o o d s 1 2 0 7 2 3. T o 2 6 7 6 3 S 7 Wei g h t ed = 6. T of a Imper = 0 D r a i n a E x i s t i n g D r i i n a g e A r e a C A r e a ( S F) L a w n 1 0 5 2 S 2 0 2 G r a 0 0 9 0 R o o f/ C o n 1 6 0 9 3 6. Woods 0 0 7. 0. T o 1 2 1 2 2 3 9 Wei g h t ed = S T of a Imper = 16, S F = 3 9 6, A c r e s = 9. A r e a D r a i n a P o s t D e v e I A r e a A r e a C f C N Lawn, 42 0 6 59. 9 1 1 S 9 7 G a v e H S G G r a v e l S, 2 0 7 1 4. G r a v e l 1 0 0 9 2 0. R o o f/ C o n 6 6 1 9 1 4 S Woods 0 0 7 0. T o t 1 9 3 4 3 7 4 We i g h t e d = S T o t a l I m p e r = 1 5 1, D r a i n a g e A r e a P o s t D e v e o p e A r e a A B y F a s s A r e a Lawn, F 17 0 S 34. ( A c ) C N C N* A c L a w n G r a 0 0 9 0 R o o f/ C o n 0 0 9 0. Woods 0 0 7 0. T o t 1 2 3 2 1 5 2 We 19 h t e d = S T of a I mper = 0 3 6 7 S F) A r e F a i r, F SCM #1 - WETPOND SIZING CALCULATIONS (Drainage Area A) Area (Ac.) Total Impervious Landcover: 3.477 Total Drainage Area (DA): 4.450 Percent of Impervious in Drainage Area (1): 78% Calculate the required storage volume (Rv) for the 1" first flush storm event: Rv = 0.05 + (0.009) 'Where I = Percent of impervious from above. Rv = 0.752 Calculate the required drainage volume from the 1" storm to be controlled: WQV = (design rainfall)(Rv)(Drainage Area) WQv=3600*Rd*Rv*A Required WQV = 12,147 C.F. Provided WQV = 1 12,539 C.F. Calculate the Wet Pond Dimensions: Elev. Tot. Inc. SA Forebay Mainpool FB Inc. Vol. MP Inc. Vol. Disc. Inc. Vol. Total Vol. 269 13649 2457 11192 2325 10592 Top of Pond 12918 65708 268 12186 2193 9993 2067 9416 Emergency 11483 52790 267 10779 1940 8839 1819 8285 Principal 10104 41308 266 9428 1697 7731 1581 7201 WQV 8782 31204 265 8135 1464 6671 676 3081 A -top shelf 3757 22423 264.5 6894 1241 5653 547 2552 A -perm pool 3100 18665 264 5505 949 4556 839 4239 A-bot shelf 5078 15566 263 4650 728 3922 632 3616 4248 10488 262 3846 536 3310 455 3021 3476 6240 261 3105 373 2732 306 2459 2765 2765 260 2424 239 2185 0 0 Sed Cleanout 0 0 259 1795 133 1662 0 0 Bottom 0 0 2778 15887 17% Forebayto Main Pool Volume 18,665 V-perm pool 12,539 V-water quality pool Ave Depth Calcs Davg with shelf 2.81 d-ave Davg w/o shelf 3.38 d-ave Ave Depth 3.38 SA/DA 2.84 Required SA 5,505 S.F. Provided SA 6,894 S.F. (use greater) 3 (rounded down to nearest 05) HCSS1 7-Jan-22 The Site Group, PLLC (919) 835-4787 (0) 1111 Oberlin Road (919) 839-2255 (F) Raleigh, NC 27605 www.thesitegroup.net ORIFICE CALCULATIONS SCM #1 HCSS1 2/25/2022 Size of Orifice 1.5 in Cd = 0.6 A = 0.012271 sf G = 32.2 ft/sec2 H = 0.75 ft Volume = 12147 cf Q = 0.051171 Time = 237381.6 sec Time = 2.747473 days Q=Cd*A*SQRT(2*G*H) Time= Vol/Q *assume average head of 9" MEN V1 Njp it E �� ► PRE -POST PEAK RUNOFF MODEL HCSS1 January 10, 2022 The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 919-839-2255 (f) Hydraflow Table of Contents HCSS1 -PRE & POST.gpw Hydraflow Hydrographs Extension for Autodeskg Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hydrograph Return Period Recap............................................................................. 1 1 -Year SummaryReport......................................................................................................................... 2 HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, PRE-B................................................................................... 3 TR-55 Tc Worksheet........................................................................................................... 4 Hydrograph No. 2, SCS Runoff, PRE-A................................................................................... 5 TR-55 Tc Worksheet........................................................................................................... 6 Hydrograph No. 3, SCS Runoff, PRE-C................................................................................... 7 TR-55 Tc Worksheet........................................................................................................... 8 Hydrograph No. 5, SCS Runoff, Post-A.................................................................................. 9 Hydrograph No. 6, SCS Runoff, Post -A Bypass..................................................................... 10 TR-55 Tc Worksheet......................................................................................................... 11 Hydrograph No. 7, Reservoir, Post -A to Wetpond................................................................. 12 PondReport - Wetpond..................................................................................................... 13 Hydrograph No. 8, Combine, Treated + Post -A Bypass......................................................... 15 OFReport.................................................................................................................. 16 Hydrograph Return Period Recap raflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2021 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1 -yr 2-yr 3-yr 5-yr 1 0-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 0.301 0.417 ------- ------- 0.731 ------- ------- 1.234 PRE-B 2 SCS Runoff ------ 3.278 6.213 ------- ------- 15.10 ------- ------- 31.24 PRE -A 3 SCS Runoff ------ 6.696 8.777 ------- ------- 14.07 ------- ------- 22.22 PRE-C 5 SCS Runoff ------ 11.37 15.09 ------- ------- 24.64 ------- ------- 39.42 Post -A 6 SCS Runoff ------ 0.187 0.863 ------- ------- 3.856 ------- ------- 10.08 Post -A Bypass 7 Reservoir 5 0.537 1.892 ------- ------- 11.57 ------- ------- 23.81 Post -A to Wetpond 8 Combine 6,7 0.603 2.418 ------- ------- 15.15 ------- ------- 33.86 Treated + Post -A Bypass Proj. file: HCSS1-PRE & POST.gpw Monday, 01 10 / 2022 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk@ Civil 3DO by Autodesk, Inc. v2021 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 0.301 2 720 690 ------ ------ ------ PRE-B 2 SCS Runoff 3.278 2 720 9,660 ------ ------ ------ PRE -A 3 SCS Runoff 6.696 2 720 17,363 ------ ------ ------ PRE-C 5 SCS Runoff 11.37 2 716 22,963 ------ ------ ------ Post -A 6 SCS Runoff 0.187 2 724 1,759 ------ ------ ------ Post -A Bypass 7 Reservoir 0.537 2 794 21,920 5 266.11 13,644 Post -A toWetpond 8 Combine 0.603 2 792 23,679 6,7 ------ ------ Treated + Post -A Bypass HCSS1-PRE & POST.gpw Return Period: 1 Year Monday, 01 / 10 / 2022 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 1 PRE-B Hydrograph type = SCS Runoff Peak discharge = 0.301 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 690 cuft Drainage area = 0.160 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.20 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 00 PRE-B Hyd. No. 1 -- 1 Year 0 2 4 6 8 10 12 14 Hyd No. 1 Q (cfs) 4 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Hyd. No. 1 PRE-B Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 38.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.60 0.00 0.00 Land slope (%) = 11.00 0.00 0.00 Travel Time (min) = 8.22 + 0.00 + 0.00 = 8.22 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc.............................................................................. 8.20 min I- Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 2 PRE -A Hydrograph type = SCS Runoff Peak discharge = 3.278 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 9,660 cuft Drainage area = 6.150 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.50 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(1.980 x 30) + (4.010 x 48)] / 6.150 Q (cfs) 4.00 3.00 2.00 1.00 0.00 1 0 2 4 — Hyd No. 2 PRE -A Hyd. No. 2 -- 1 Year 6 8 10 12 14 Q (cfs) 4.00 3.00 2.00 1.00 ' 0.00 16 18 20 22 24 26 Time (hrs) TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Hyd. No. 2 PRE -A Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.70 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 4.92 + 0.00 + 0.00 = 4.92 Shallow Concentrated Flow Flow length (ft) = 932.00 0.00 0.00 Watercourse slope (%) = 4.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.42 0.00 0.00 Travel Time (min) = 4.54 + 0.00 + 0.00 = 4.54 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc.............................................................................. 9.50 min I U Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 3 PRE-C Hydrograph type = SCS Runoff Peak discharge = 6.696 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 17,363 cuft Drainage area = 2.790 ac Curve number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.400 x 98) + (2.390 x 61)] / 2.790 Q (cfs) 7.00 . 11 5.00 4.00 3.00 2.00 1.00 PRE-C Hyd. No. 3 -- 1 Year Q (cfs) 7.00 . We 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 -1- ' ' ' ' 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 3 Time (hrs) TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Hyd. No. 3 PRE-C Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.70 0.00 0.00 Land slope (%) = 2.70 0.00 0.00 Travel Time (min) = 6.76 + 0.00 + 0.00 = 6.76 Shallow Concentrated Flow Flow length (ft) = 871.00 70.00 0.00 Watercourse slope (%) = 2.40 2.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.50 2.87 0.00 Travel Time (min) = 5.81 + 0.41 + 0.00 = 6.21 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc.............................................................................. 13.00 min 9 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 5 Post -A Hydrograph type = SCS Runoff Peak discharge = 11.37 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 22,963 cuft Drainage area = 4.450 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(3.750 x 98) + (0.681 x 74)] / 4.450 Post -A Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 6 Post -A Bypass Hydrograph type = SCS Runoff Peak discharge = 0.187 cfs Storm frequency = 1 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,759 cuft Drainage area = 2.830 ac Curve number = 54 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.90 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 00 Post -A Bypass Hyd. No. 6 -- 1 Year 0 2 4 6 8 10 12 14 Hyd No. 6 Q (cfs) 11 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Hyd. No. 6 Post -A Bypass Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.70 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 4.38 + 0.00 + 0.00 = 4.38 Shallow Concentrated Flow Flow length (ft) = 545.00 0.00 0.00 Watercourse slope (%) = 3.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.79 0.00 0.00 Travel Time (min) = 3.25 + 0.00 + 0.00 = 3.25 Channel Flow X sectional flow area (sqft) = 8.00 0.00 0.00 Wetted perimeter (ft) = 8.94 0.00 0.00 Channel slope (%) = 2.30 0.00 0.00 Manning's n-value = 0.026 0.015 0.015 Velocity (ft/s) =8.07 0.00 0.00 Flow length (ft) ({0})149.0 0.0 0.0 Travel Time (min) = 0.31 + 0.00 + 0.00 = 0.31 Total Travel Time, Tc.............................................................................. 7.90 min 12 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 7 Post -A to Wetpond Hydrograph type = Reservoir Peak discharge = 0.537 cfs Storm frequency = 1 yrs Time to peak = 13.23 hrs Time interval = 2 min Hyd. volume = 21,920 cuft Inflow hyd. No. = 5 - Post -A Max. Elevation = 266.11 ft Reservoir name = Wetpond Max. Storage = 13,644 cuft Storage Indication method used. Q (cfs) 12.00 10.00 M M 4.00 2.00 Post -A to Wetpond Hyd. No. 7 -- 1 Year 10 20 30 40 Hyd No. 7 Hyd No. 5 Q (cfs) 12.00 10.00 4.00 2.00 0.00 50 60 70 80 90 100 Time (hrs) ® Total storage used = 13,644 cult Pond Report 13 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2021 Pond No. 1 - Wetpond Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 264.50 ft Stage / Storage Table Stage (ft) Elevation (ft) 0.00 264.50 0.50 265.00 1.50 266.00 2.50 267.00 3.50 268.00 4.50 269.00 Contour area (sqft) 6,894 8,135 9,428 10,779 12,186 13,649 Incr. Storage (cuft) 0 3,753 8,773 10,095 11,474 12,909 Total storage (cuft) 0 3,753 12,525 22,620 34,094 47,004 Monday, 01 / 10 / 2022 Culvert / Orifice Structures [A] Rise (in) = 24.00 Span (in) = 24.00 No. Barrels = 1 Invert El. (ft) = 264.00 Length (ft) = 62.75 Slope (%) = 1.60 N-Value = .013 Orifice Coeff. = 0.60 Multi -Stage = n/a [B] [C] [PrFRsr] 1.50 Inactive Inactive 1.50 0.00 0.00 1 1 0 264.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a .013 .013 n/a 0.60 0.60 0.60 Yes Yes No Weir Structures [A] [B] Crest Len (ft) = 11.00 3.67 Crest El. (ft) = 267.00 266.00 WeirCoeff. = 3.33 3.33 Weir Type = Rect Rect Multi -Stage = Yes Yes Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 [C] [D] 20.00 Inactive 267.75 0.00 3.33 3.33 Broad --- No No Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 264.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.05 375 264.55 1.50 is 0.00 is --- --- 0.00 0.00 0.00 --- --- --- 0.004 0.10 751 264.60 1.50 is 0.01 is --- --- 0.00 0.00 0.00 --- --- --- 0.011 0.15 1,126 264.65 1.50 is 0.02 is --- --- 0.00 0.00 0.00 --- --- --- 0.017 0.20 1,501 264.70 1.50 is 0.02 is --- --- 0.00 0.00 0.00 --- --- --- 0.022 0.25 1,876 264.75 1.50 is 0.03 is --- --- 0.00 0.00 0.00 --- --- --- 0.026 0.30 2,252 264.80 1.50 is 0.03 is --- --- 0.00 0.00 0.00 --- --- --- 0.029 0.35 2,627 264.85 1.50 is 0.03 is --- --- 0.00 0.00 0.00 --- --- --- 0.032 0.40 3,002 264.90 1.50 is 0.03 is --- --- 0.00 0.00 0.00 --- --- --- 0.034 0.45 3,377 264.95 1.50 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.037 0.50 3,753 265.00 1.50 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.039 0.60 4,630 265.10 1.50 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.043 0.70 5,507 265.20 1.50 is 0.05 is --- --- 0.00 0.00 0.00 --- --- --- 0.047 0.80 6,384 265.30 1.50 is 0.05 is --- --- 0.00 0.00 0.00 --- --- --- 0.051 0.90 7,262 265.40 1.50 is 0.05 is --- --- 0.00 0.00 0.00 --- --- --- 0.054 1.00 8,139 265.50 1.50 is 0.06 is --- --- 0.00 0.00 0.00 --- --- --- 0.057 1.10 9,016 265.60 1.50 is 0.06 is --- --- 0.00 0.00 0.00 --- --- --- 0.060 1.20 9,893 265.70 1.50 is 0.06 is --- --- 0.00 0.00 0.00 --- --- --- 0.063 1.30 10,771 265.80 1.50 is 0.07 is --- --- 0.00 0.00 0.00 --- --- --- 0.066 1.40 11,648 265.90 1.50 is 0.07 is --- --- 0.00 0.00 0.00 --- --- --- 0.068 1.50 12,525 266.00 1.50 is 0.07 is --- --- 0.00 0.00 0.00 --- --- --- 0.071 1.60 13,535 266.10 1.50 is 0.07 is --- --- 0.00 0.39 0.00 --- --- --- 0.460 1.70 14,544 266.20 1.50 is 0.08 is --- --- 0.00 1.09 0.00 --- --- --- 1.169 1.80 15,554 266.30 2.09 is 0.08 is --- --- 0.00 2.01 0.00 --- --- --- 2.085 1.90 16,563 266.40 3.17 is 0.08 is --- --- 0.00 3.09 0.00 --- --- --- 3.168 2.00 17,573 266.50 4.44 is 0.07 is --- --- 0.00 4.32 0.00 --- --- --- 4.396 2.10 18,582 266.60 5.76 is 0.07 is --- --- 0.00 5.68 0.00 --- --- --- 5.754 2.20 19,592 266.70 7.32 is 0.07 is --- --- 0.00 7.16 0.00 --- --- --- 7.230 2.30 20,601 266.80 8.91 is 0.07 is --- --- 0.00 8.74 0.00 --- --- --- 8.816 2.40 21,611 266.90 10.59 is 0.07 is --- --- 0.00 10.44 0.00 --- --- --- 10.51 2.50 22,620 267.00 12.32 is 0.07 is --- --- 0.00 12.22 0.00 --- --- --- 12.29 2.60 23,768 267.10 15.30 is 0.06 is --- --- 1.16 14.08 s 0.00 --- --- --- 15.30 2.70 24,915 267.20 18.02 is 0.05 is --- --- 3.28 14.69 s 0.00 --- --- --- 18.02 2.80 26,062 267.30 20.23 is 0.04 is --- --- 6.02 14.16 s 0.00 --- --- --- 20.22 2.90 27,210 267.40 21.86 is 0.03 is --- --- 8.88 s 12.95 s 0.00 --- --- --- 21.86 3.00 28,357 267.50 22.84 is 0.03 is --- --- 10.49 s 12.33 s 0.00 --- --- --- 22.84 3.10 29,505 267.60 23.61 is 0.02 is --- --- 11.71 s 11.88 s 0.00 --- --- --- 23.61 Continues on next page... 14 Wetpond Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 3.20 30,652 267.70 24.27 is 3.30 31,800 267.80 24.85 is 3.40 32,947 267.90 25.40 is 3.50 34,094 268.00 25.90 is 3.60 35,385 268.10 26.39 is 3.70 36,676 268.20 26.85 is 3.80 37,967 268.30 27.30 is 3.90 39,258 268.40 27.74 is 4.00 40,549 268.50 28.17 is 4.10 41,840 268.60 28.59 is 4.20 43,131 268.70 29.00 is 4.30 44,422 268.80 29.40 is 4.40 45,713 268.90 29.79 is 4.50 47,004 269.00 30.18 is ... End Clv B Clv C cfs cfs 0.02 is --- 0.02 is --- 0.02 is --- 0.02 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- 0.01 is --- PrfRsr WrA WrB WrC cfs cfs cfs cfs --- 12.71 s 11.53 s 0.00 --- 13.57 s 11.26 s 0.74 --- 14.33 s 11.05 s 3.87 --- 15.00 s 10.88 s 8.32 --- 15.62 s 10.74 s 13.79 --- 16.19 s 10.64 s 20.11 --- 16.73 s 10.56 s 27.16 --- 17.23 s 10.50 s 34.90 --- 17.70 s 10.45 s 43.26 --- 18.16 s 10.41 s 52.19 --- 18.57 s 10.38 s 61.67 --- 18.98 s 10.37 s 71.66 --- 19.39 s 10.37 s 82.14 --- 19.76 s 10.36 s 93.08 Wr D ExfiI User Total cfs cfs cfs cfs --- --- --- 24.26 --- --- --- 25.59 --- --- --- 29.27 --- --- --- 34.22 --- --- --- 40.16 --- --- --- 46.95 --- --- --- 54.46 --- --- --- 62.64 --- --- --- 71.42 --- --- --- 80.77 --- --- --- 90.62 --- --- --- 101.01 --- --- --- 111.91 --- --- --- 123.20 15 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021 Monday, 01 / 10 / 2022 Hyd. No. 8 Treated + Post -A Bypass Hydrograph type = Combine Peak discharge = 0.603 cfs Storm frequency = 1 yrs Time to peak = 13.20 hrs Time interval = 2 min Hyd. volume = 23,679 cuft Inflow hyds. = 6, 7 Contrib. drain. area = 2.830 ac Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0 00 Treated + Post -A Bypass Hyd. No. 8 -- 1 Year 0 10 20 30 40 50 60 70 80 90 100 v vv Time (hrs) Hyd No. 8 Hyd No. 6 Hyd No. 7 Hydraflow Rainfall Report 16 Hydraflow Hydrographs Extension for Autodeskg Civil 3DO by Autodesk, Inc. v2021 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (NIA) 1 63.5777 12.3000 0.8784 -------- 2 78.5639 13.0000 0.8827 -------- 3 0.0000 0.0000 0.0000 -------- 5 81.2314 13.0000 0.8422 -------- 10 76.9967 12.3000 0.8007 -------- 25 67.5119 11.0000 0.7384 -------- 50 61.9950 10.2000 0.6972 -------- 100 56.8465 9.3000 0.6584 -------- File name: Harnett County.IDF Intensity = B / (Tc + D)^E Monday, 01 / 10 / 2022 Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 5.20 4.16 3.48 3.00 2.65 2.37 2.15 1.97 1.82 1.69 1.58 1.48 2 6.13 4.93 4.15 3.59 3.17 2.84 2.58 2.36 2.18 2.03 1.90 1.78 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 7.12 5.79 4.91 4.27 3.80 3.42 3.12 2.87 2.66 2.48 2.32 2.19 10 7.86 6.41 5.45 4.77 4.25 3.84 3.51 3.24 3.01 2.82 2.65 2.50 25 8.71 7.13 6.09 5.35 4.79 4.35 4.00 3.70 3.46 3.24 3.06 2.90 50 9.30 7.63 6.54 5.76 5.18 4.72 4.35 4.04 3.78 3.56 3.37 3.20 100 9.86 8.10 6.96 6.15 5.55 5.07 4.69 4.37 4.10 3.87 3.67 3.49 Tc = time in minutes. Values may exceed 60. Precip. file name: C:\Civil 3D Projects\US1GCKP\RALEIGH.pcp Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.00 3.60 0.00 4.40 5.10 6.00 6.70 7.40 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1 st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MEN V1 NjP it M �� ► EROSION CONTROL CALCULATIONS HCSS1 January 10, 2022 The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 919-839-2255 (f) DRAINAGE SWALE CHART Swale Number Swale Bottom Width (ft) Side Slope Depth of Swale (ft) Channel Slope (ft/ft) Depth of Flow Q2 (in) Velocity Q2 (fps) Temporary Liner Permanent Liner B ft 1 1 2 2 0.0160 10.9 4.2 S75 S75 2 0 2 2 0.0230 10.1 4.6 C350 C350 NOTE: LINER MATERIAL TO BE NORTH AMERICAN GREEN/TENSAR OR APPROVED EQUAL HCSS1 Swale Liner Calculations.xls Project: HCSS1 Date: 2/25/2022 Temporary Swale # 1 Physical Characteristics of Drainage Swale Chan Bot Sitle Sitle Slope Design Channel Wetted Hytlraulic Channel Width (ft) Slope Length (ft) Depth (ft) Area (sf) Perim., Pw (ft) Radius (ft) Slope (ft/ft) 1 2 4.5 2 1 10.0 9.94 1.01 0.016 Rational Equation for 2 year storm Addition flow from upstream Swales Total Flow (cfs) Drainage Q2 Upstream swale# Upstream swale# Upstream swale# Intensity Area Discharge - - - 1 C Factor Inch/hr Acres Cfs Flow cfs Flow cfs Flow cfs 0.45 6.13 3.92 10.81 0.00 0.00 0.00 10.81 Rational Equation for 10 year storm Addition flow from upstream Swales Total Flow (cfs) Drainage Q10 Upstream swale# Upstream swale# Upstream swale# Intensity Area i Discharge - 1 - 1 - i C Factor Inch/hr (Acres) (Cfs) Flow (cfs) Flow (cfs) Flow (cfs) 0.45 1 7.86 3.92 13.87 0.00 0.00 0.00 13.87 Bare Soil Material Recommended n Values for Flow Depth Permissible -0.5 t 0.5-2.0 ft > 2.0 ft I velocitiy (fps) Bare Soil 0.023 0.02 0.02 1 2.00 Temporary Liners 'Material Recommended n Values for Flow Depth Allowable Shear Stress Ib/sf 0.0.5 ft 0.5-2.0 ft > 2.0 ft Unvegetated 0.055 0.028 1 0.021 1 1.55 S150 0.055 0.028 0.021 1.65 SC150 0.050 0.025 0.018 1.80 C125 0.022 0.018 0.014 2.25 C350 0.040 0.025 0.02 2.25 P300 0.034 0.024 0.02 2.00 Rip Rap Liners Material Recommended In Values for Flow Depth Allowable Shear Stress Ib/sf 0.0.5 ft 1 0.5-2.0 ft > 2.0 ft Class A 0.044 0.033 0.03 1.65 Class B 0.066 0.041 0.034 3.00 Class 1 0.164 0.069 0.035 4.50 Class II 0,078 0.04 6.00 Shear Stress, T= y*(d/12)*s Notes: Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft. Side slope = honz.Nert. y = unit weight of water, 62.4 lb/cu. ft. Needs input d = flow depth in in. Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft. * The Material lists refers to North American Green products. Contractor Bare Soil calculations (02) Manning "In Q Allow. AutoCad De th in AutoCad Veloci f s Shear Stress Ib/sf 0.020 94.59 1 9.4 5.41 0.78 Temporary liner calculations (Q2) Mannings "n" Q Allow. AutoCad Depth (in) AutoCad Velocity (fps) Shear Stress (Ib/sf) 0.028 67.56 10.9 4.21 0.91 Permanent liner calculations (Q10) Mannings ..n.. Q Allow. AutoCad Depth (in) AutoCad Velocity (fps) Shear Stress (lb/sf) 0.028 67.56 12.2 4.47 1.02 Permanent Liners 'Material Recommended Values for Flow Depth Allowable Shear Stress Ib/sf 0.0.5 ft 0.5-2.0 ft > 2.0 ft Vegetated C350 Phase 2 0.044 0.044 0.044 4.50 C300 Phase 2 0.044 0.044 0.044 4.00 C350 Phase 3 0.049 0.049 0.049 8.00 P300 Phase 3 0.049 0.049 0.049 8.00 Permanent Liners Material Recommended In Values Permissible velocitiy (fps) Grass Mixture 0.030 5.00 Selected Temporary Liner: S75 Selected Permanent Liner: S75 HCSS1 Swale Liner Calculations.xls Project: HCSS1 Date: 2/25/2022 Physical Characteristics of Drainage Swale Chan Bot Sitle Sitle Slope Design Channel Wetted Hytlraulic Channel Width (ft) Slope Length (ft) Depth (ft) Area (sf) Perim., Pw (ft) Radius (ft) Slope (ft/ft) 0 2 4.5 2 1 8.0 8.94 0.89 0.023 Rational Equation for 2 year storm Addition flow from upstream Swales Total Flow (cfs) Drainage Q2 Upstream swale# Upstream swale# Upstream swale# Intensity Area Discharge - - - 1 C Factor Inch/hr Acres Cfs Flow cfs Flow cfs Flow cfs 0.45 6.13 2.33 6.43 0.00 0.00 0.00 6.43 Rational Equation for 10 year storm Addition flow from upstream Swales Total Flow (cfs) Drainage Q10 Upstream swale# Upstream swale# Upstream swale# Intensity Area i Discharge - 1 - 1 - i C Factor Inch/hr (Acres) (Cfs) Flow (cfs) Flow (cfs) Flow (cfs) 0.45 1 7.86 2.33 8.24 0.00 0.00 0.00 8.24 Bare Soil Material Recommended n Values for Flow Depth Permissible -0.5 t 0.5-2.0 ft > 2.0 ft I velocitiy (fps) Bare Soil 0.023 0.02 0.02 1 2.00 Temporary Liners 'Material Recommended n Values for Flow Depth Allowable Shear Stress Ib/sf 0.0.5 ft 0.5-2.0 ft > 2.0 ft Unvegetated 0.055 0.028 1 0.021 1 1.55 S150 0.055 0.028 0.021 1.65 SC150 0.050 0.025 0.018 1.80 C125 0.022 0.018 0.014 2.25 C350 0.040 0.025 0.02 2.25 P300 0.034 0.024 0.02 2.00 Rip Rap Liners Material Recommended In Values for Flow Depth Allowable Shear Stress Ib/sf 0.0.5 ft 1 0.5-2.0 ft > 2.0 ft Class A 0.044 0.033 0.03 1.65 Class B 0.066 0.041 0.034 3.00 Class 1 0.164 0.069 0.035 4.50 Class II 0,078 0.04 6.00 Shear Stress, T= y*(d/12)*s Notes: Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft. Side slope = honz.Nert. y = unit weight of water, 62.4 lb/cu. ft. Needs input d = flow depth in in. Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft. * The Material lists refers to North American Green products. Contractor Permanent Swale # 2 Bare Soil calculations (02) Manning "In Q Allow. AutoCad De th in AutoCad Veloci f s Shear Stress Ib/sf 0.020 83.91 1 9.2 5.42 1.11 Temporary liner calculations (Q2) Mannings "n" Q Allow. AutoCad Depth (in) AutoCad Velocity (fps) Shear Stress (Ib/sf) 0.025 67.13 10.1 4.56 1.21 Permanent liner calculations (Q10) Mannings ..n.. Q Allow. AutoCad Depth (in) AutoCad Velocity (fps) Shear Stress (lb/sf) 0.044 38.14 13.6 3.23 1.62 Permanent Liners 'Material Recommended Values for Flow Depth Allowable Shear Stress Ib/sf 0.0.5 ft 0.5-2.0 ft > 2.0 ft Vegetated C350 Phase 2 0.044 0.044 0.044 4.50 C300 Phase 2 0.044 0.044 0.044 4.00 C350 Phase 3 0.049 0.049 0.049 8.00 P300 Phase 3 0.049 0.049 0.049 8.00 Permanent Liners Material Recommended In Values Permissible velocitiy (fps) Grass Mixture 0.030 5.00 Selected Temporary Liner: C350 Selected Permanent Liner: C350 HCSS1 Swale Liner Calculations.xls Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* *In NC assume 3 days to drain 15,902 Cu.Ft 3 Days Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.2 Inch[es] 2.3 Inch[es] Estimate Volume of Basin Length Width Top of water surface in feet Feet VOLUME 0 Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet Skimmer Sediment Basin Design Calculations Basin 1 HCSS1 February 25, 2022 Composite C Calculation Land Use "c" Value Area (acres) % Area Weighted C Graded 0.45 4.45 1.00 0.45 Pavement 0.95 0.00 0.00 0.00 0.00 0.00 0.00 Total Area = 4.45 lComposite c Peak Flow Q=CIA C 0.45 1-10 7.86 A (acres) 4.45 Q-10(cfs) 15.74 Calculated Dimensions Minimum Surface Area Required(acre) A = 435 sf per cfs of Q25 Min. Area 0.16 acres 6,847 sf Minimum Storage Volume Required (cf) V = 1800 ft3 / acre drainage Min. Volume 8,010 cf Provided Dimensions Surface Area Provided(acre) 0.16 acres 6,894 sf Storage Volume Provided (cf) 15,902 cf By: SVO Time of Concentration Tc=((L^3/H)^0.385)/128 L= 630 feet H= 31 feet Tc= 5.00 minutes MINIMUM 1-10= 7.86 MEN V1 Njp it M �� ► The SITE Group 1111 Oberlin Road Raleigh NC 27605 HCSS1 January 10, 2022 OUTLET PROTECTION CALCULATIONS 919-832-6658 (o) 919-839-2255 (f) • ' ' • • DATE DESIGN PHASE 03-Nov-21 PRELIM PROJECT NAME PROJECT NO CONSTR / X / HCSS1 REVISION RECORD LOCATION BY NC Highway 27 W, Sanford, NC SVO OTHER (SPECIFY) CHECKED BY SRN FES #3 Pipe Dia= 24 in Q 10 = 24.31 cfs Qfull = 24.31 cfs V = 7.96 fps From Fig. 8.06.b.1: Zone = 2 From Fig. 8.06.b.2: D5o = 8 in DMAX = 12 in Riprap Class = B r Apron Thickness = 18 in 3 Apron Length = 12.0 ft Length Apron Width = 3xDia = 6 ft FES #1 Pipe Dia= 30 in Q10 = 16.48 cfs Qfull = 18.94 cfs V = 4.04 fps From Fig. 8.06.b.1: Zone = 1 From Fig. 8.06.b.2: D5o = 4 in DMAX = 6 in Riprap Class = A s Apron Thickness = 9 in 3 Apron Length = 10 ft Length Apron Width = 3xDia = 7.5 ft HCSS1_OutletDesign.xls LATEST REVISION: 11/8/2021 12:38 PM Erosion Control Ditch (Equiv. Dia.) Pipe Dia= 24 in Q10 = 30.04 cfs Qfull = 42.91 cfs V = 5.19 fps From Fig. 8.06.b.1: Zone From Fig. 8.06.b.2 = 2 D5o = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 12 ft Apron Width = 3xDia = 6 ft Erosion Control Ditch (Equiv. Dia.) Pipe Dia= 24 in Q 10 = 7.26 cfs Qfull = 20.74 cfs V = 4.11 fps From Fig. 8.06.b.1: Zone From Fig. 8.06.b.2 = 2 D5o = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 12 ft Apron Width = 3xDia = 6 ft HCSS1_OutletDesign.xls LATEST REVISION: 11/8/2021 12:38 PM MEN V1 Njp it M �� ► The SITE Group 1111 Oberlin Road Raleigh NC 27605 HCSS1 January 10, 2022 RATIONAL PIPE SIZING CALCULATIONS 919-832-6658 (o) 919-839-2255 (f) Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall Project File: HCSS1-STRM-Sewers.stm 13 Number of lines:15 1 Date:1/10/2022 Storm Sewers v2021.00 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 1 End 60.871 70.346 MH 0.00 0.00 0.00 0.0 264.50 0.82 265.00 24 Cir 0.013 0.95 271.98 Pipe - (1) 2 1 70.675 -69.570 DrGrt 0.00 0.16 0.85 5.0 265.20 0.91 265.84 24 Cir 0.013 1.50 272.50 Pipe - (2) 3 2 129.020 -0.039 DrGrt 0.00 0.12 0.85 5.0 266.04 0.81 267.09 24 Cir 0.013 1.50 273.35 Pipe - (7) 4 3 105.126 0.001 DrGrt 0.00 0.16 0.85 5.0 267.29 0.89 268.23 24 Cir 0.013 1.50 274.50 Pipe - (10) 5 4 120.187 -0.121 DrGrt 0.00 0.37 0.85 5.0 268.73 0.87 269.77 18 Cir 0.013 1.50 275.85 Pipe - (13) 6 5 77.921 -89.910 DrGrt 0.00 0.63 0.55 5.0 269.97 0.83 270.62 18 Cir 0.013 0.50 275.81 Pipe - (14) 7 6 126.079 -0.010 DrGrt 0.00 0.30 0.85 5.0 270.87 1.00 272.13 15 Cir 0.013 1.00 275.81 Pipe - (15) 8 4 78.153 -89.969 DrGrt 0.00 0.28 0.85 5.0 268.83 0.70 269.38 18 Cir 0.013 0.50 274.30 Pipe - (11) 9 8 125.910 -0.022 DrGrt 0.00 0.35 0.85 5.0 269.83 0.80 270.84 15 Cir 0.013 1.00 274.30 Pipe - (12) 10 2 77.997 -89.825 DrGrt 0.00 0.42 0.85 5.0 266.54 0.71 267.09 18 Cir 0.013 0.50 272.30 Pipe - (3) 11 10 126.000 -0.255 DrGrt 0.00 0.39 0.85 5.0 267.54 0.71 268.43 15 Cir 0.013 0.50 272.31 Pipe - (4) 12 11 93.172 -0.872 Comb 0.00 0.10 0.85 5.0 268.63 0.71 269.29 15 Cir 0.013 1.50 271.94 Pipe - (5) 13 12 179.317 90.915 Comb 0.00 0.13 0.85 5.0 269.49 0.73 270.80 15 Cir 0.013 1.00 273.58 Pipe - (16) 14 3 78.090 -89.774 DrGrt 0.00 0.30 0.85 5.0 267.94 0.88 268.63 15 Cir 0.013 0.50 273.30 Pipe - (8) 15 14 126.000 -0.267 DrGrt 0.00 0.28 0.85 5.0 268.63 0.71 269.53 15 Cir 0.013 1.00 273.31 Pipe - (9) Project File: HCSS1-STRM-Sewers.stm Number of lines: 15 Date: 1/10/2022 Storm Sewers v2021.00 Structure Report Page 1 Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (in) (ft) (in) (ft) 1 JB#3 Manhole 271.98 Cir 4.00 4.00 24 Cir 265.00 24 Cir 265.20 2 YI#4 DropGrate 272.50 Rect 4.00 4.00 24 Cir 265.84 24 Cir 266.04 18 Cir 266.54 3 YI#8 DropGrate 273.35 Rect 4.00 4.00 24 Cir 267.09 24 Cir 267.29 15 Cir 267.94 4 YI#11 DropGrate 274.50 Rect 4.00 4.00 24 Cir 268.23 18 Cir 268.73 18 Cir 268.83 5 YI#14 DropGrate 275.85 Rect 4.00 4.00 18 Cir 269.77 18 Cir 269.97 6 YI#15 DropGrate 275.81 Rect 4.00 4.00 18 Cir 270.62 15 Cir 270.87 7 YI#16 DropGrate 275.81 Rect 4.00 4.00 15 Cir 272.13 8 YI#12 DropGrate 274.30 Rect 4.00 4.00 18 Cir 269.38 15 Cir 269.83 9 YI#13 DropGrate 274.30 Rect 4.00 4.00 15 Cir 270.84 10 YI#5 DropGrate 272.30 Rect 4.00 4.00 18 Cir 267.09 15 Cir 267.54 11 YI#6 DropGrate 272.31 Rect 4.00 4.00 15 Cir 268.43 15 Cir 268.63 12 CI#7 Combination 271.94 Rect 4.00 4.00 15 Cir 269.29 15 Cir 269.49 13 CI#17 Combination 273.58 Rect 4.00 4.00 15 Cir 270.80 14 YI#9 DropGrate 273.30 Rect 4.00 4.00 15 Cir 268.63 15 Cir 268.63 15 YI#10 DropGrate 273.31 Rect 4.00 4.00 15 Cir 269.53 Project File: HCSS1-STRM-Sewers.stm Number of Structures: 15 Run Date: 1/10/2022 Storm Sewers v2021.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 Pipe - (1) 19.35 24 Cir 60.871 264.50 265.00 0.821 266.29 266.58 n/a 266.58 j End Manhole 2 Pipe - (2) 19.46 24 Cir 70.675 265.20 265.84 0.906 266.69 267.42 n/a 267.42 1 DropGrate 3 Pipe - (7) 15.22 24 Cir 129.020 266.04 267.09 0.814 267.42 268.49 n/a 268.49 2 DropGrate 4 Pipe - (10) 11.28 24 Cir 105.126 267.29 268.23 0.894 268.49 269.43 0.76 269.43 3 DropGrate 5 Pipe - (13) 6.65 18 Cir 120.187 268.73 269.77 0.865 269.64 270.77 n/a 270.77 4 DropGrate 6 Pipe - (14) 4.46 18 Cir 77.921 269.97 270.62 0.834 270.77 271.43 n/a 271.43 5 DropGrate 7 Pipe - (15) 2.00 15 Cir 126.079 270.87 272.13 0.999 271.43 272.69 0.22 272.69 6 DropGrate 8 Pipe - (11) 4.00 18 Cir 78.153 268.83 269.38 0.704 269.54 270.15 0.15 270.15 4 DropGrate 9 Pipe - (12) 2.34 15 Cir 125.910 269.83 270.84 0.802 270.38 271.45 0.24 271.45 8 DropGrate 10 Pipe - (3) 5.44 18 Cir 77.997 266.54 267.09 0.705 267.42 267.99 n/a 267.99 2 DropGrate 11 Pipe - (4) 3.32 15 Cir 126.000 267.54 268.43 0.706 268.25 269.16 0.15 269.16 10 DropGrate 12 Pipe - (5) 1.29 15 Cir 93.172 268.63 269.29 0.708 269.16 269.74 n/a 269.74 j 11 Combination 13 Pipe - (16) 0.87 15 Cir 179.317 269.49 270.80 0.731 269.83 271.17 n/a 271.17 12 Combination 14 Pipe - (8) 3.64 15 Cir 78.090 267.94 268.63 0.884 268.64 269.40 0.16 269.40 3 DropGrate 15 Pipe - (9) 1.87 15 Cir 126.000 268.63 269.53 0.714 269.40 270.07 n/a 270.07 j 14 DropGrate Project File: HCSS1-STRM-Sewers.stm Number of lines: 15 Run Date: 1/10/2022 NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump. Storm Sewers v2021.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 60.871 0.00 3.99 0.00 0.00 3.20 0.0 11.7 6.0 19.35 20.50 6.89 24 0.82 264.50 265.00 266.29 266.58 265.75 271.98 Pipe - (1) 2 1 70.675 0.16 3.99 0.85 0.14 3.20 5.0 11.6 6.1 19.46 21.52 7.52 24 0.91 265.20 265.84 266.69 267.42 271.98 272.50 Pipe - (2) 3 2 129.020 0.12 2.79 0.85 0.10 2.18 5.0 7.8 7.0 15.22 20.40 6.51 24 0.81 266.04 267.09 267.42 268.49 272.50 273.35 Pipe - (7) 4 3 105.126 0.16 2.09 0.85 0.14 1.59 5.0 7.3 7.1 11.28 21.39 5.71 24 0.89 267.29 268.23 268.49 269.43 273.35 274.50 Pipe - (10) 5 4 120.187 0.37 1.30 0.85 0.31 0.92 5.0 6.8 7.3 6.65 9.77 5.64 18 0.87 268.73 269.77 269.64 270.77 274.50 275.85 Pipe - (13) 6 5 77.921 0.63 0.93 0.55 0.35 0.60 5.0 6.3 7.4 4.46 9.59 4.63 18 0.83 269.97 270.62 270.77 271.43 275.85 275.81 Pipe - (14) 7 6 126.079 0.30 0.30 0.85 0.26 0.26 5.0 5.0 7.9 2.00 6.46 3.75 15 1.00 270.87 272.13 271.43 272.69 275.81 275.81 Pipe - (15) 8 4 78.153 0.28 0.63 0.85 0.24 0.54 5.0 6.1 7.5 4.00 8.81 4.64 18 0.70 268.83 269.38 269.54 270.15 274.50 274.30 Pipe - (11) 9 8 125.910 0.35 0.35 0.85 0.30 0.30 5.0 5.0 7.9 2.34 5.78 4.19 15 0.80 269.83 270.84 270.38 271.45 274.30 274.30 Pipe - (12) 10 2 77.997 0.42 1.04 0.85 0.36 0.88 5.0 11.2 6.2 5.44 8.82 4.97 18 0.71 266.54 267.09 267.42 267.99 272.50 272.30 Pipe - (3) 11 10 126.000 0.39 0.62 0.85 0.33 0.53 5.0 10.5 6.3 3.32 5.43 4.54 15 0.71 267.54 268.43 268.25 269.16 272.30 272.31 Pipe - (4) 12 11 93.172 0.10 0.23 0.85 0.09 0.20 5.0 9.2 6.6 1.29 5.43 2.92 15 0.71 268.63 269.29 269.16 269.74 272.31 271.94 Pipe - (5) 13 12 179.317 0.13 0.13 0.85 0.11 0.11 5.0 5.0 7.9 0.87 5.52 3.09 15 0.73 269.49 270.80 269.83 271.17 271.94 273.58 Pipe - (16) 14 3 78.090 0.30 0.58 0.85 0.26 0.49 5.0 6.4 7.4 3.64 6.07 4.88 15 0.88 267.94 268.63 268.64 269.40 273.35 273.30 Pipe - (8) 15 14 126.000 0.28 0.28 0.85 0.24 0.24 5.0 5.0 7.9 1.87 5.46 3.00 15 0.71 268.63 269.53 269.40 270.07 273.30 273.31 Pipe - (9) Project File: HCSS1-STRM-Sewers.stm Number of lines: 15 Run Date: 1/10/2022 NOTES:Intensity = 77.00 / (Inlet time + 12.30) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2021.00 Inlet Report Page 1 Line Inlet ID Q = Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 JB#3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 YI#4 1.07 0.00 1.07 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.13 14.55 0.13 14.55 0.0 Off 3 YI#8 0.80 0.00 0.80 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.10 12.36 0.10 12.36 0.0 Off 4 YI#11 1.07 0.00 1.07 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.13 14.55 0.13 14.55 0.0 Off 5 YI#14 2.47 0.00 2.47 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.22 23.95 0.22 23.95 0.0 Off 6 YI#15 2.72 0.00 2.72 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 25.41 0.23 25.41 0.0 Off 7 YI#16 2.00 0.00 2.00 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.19 21.08 0.19 21.08 0.0 Off 8 YI#12 1.87 0.00 1.87 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 20.23 0.18 20.23 0.0 ff 9 YI#13 2.34 0.00 2.34 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.21 23.15 0.21 23.15 0.0 Off 10 YI#5 2.80 0.00 2.80 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.24 25.89 0.24 25.89 0.0 Off 11 YI#6 2.60 0.00 2.60 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 24.73 0.23 24.73 0.0 ff 12 CI#7 0.67 0.00 0.67 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.09 1.91 0.25 1.91 2.0 Off 13 CI#17 0.87 0.00 0.79 0.08 Comb 6.0 1.50 0.00 3.00 2.00 0.026 2.00 0.050 0.020 0.013 0.15 4.28 0.23 1.21 2.0 Off 14 YI#9 2.00 0.00 2.00 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.19 21.08 0.19 21.08 0.0 ff 15 Y1#10 1.87 0.00 1.87 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 20.23 0.18 20.23 0.0 Off Project File: HCSS1-STRM-Sewers.stm Number of lines. 15 Run Date: 1/10/2022 NOTES: Inlet N-Values = 0.016; Intensity = 77.00 / (Inlet time + 12.30) ^ 0.80; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat. Storm Sewers v2021.00 FL -DOT Report Page 1 Line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL ADD Date: 1/10/2022 No Line of Value of of (1) CA Q elev C1 = 0.2 Elev of Crown Span Pipe Full Flow Frequency: 10 yrs struc conc Flow C2 = 0.5 in Total Elev of Invert Proj: HCSS1-STRM-Sew C3 = 0.9 sect Flow Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap ment Total CA (ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ft/s) (cfs) Line description 1 End MH 0.013 60.871 0.00 0.00 0.00 11.72 0.15 6.04 3.20 0.00 271.98 266.58 266.29 0.29 24 0.48 6.89 19.35 Pipe - (1) 0.00 0.00 0.00 19.35 267.00 266.50 24 0.82 6.52 20.50 0.00 0.00 0.00 265.00 264.50 0.50 Cir 2 1 DrGrt 0.013 70.675 0.00 0.00 0.00 11.55 0.17 6.07 3.20 0.00 272.50 267.42 266.69 0.74 24 1.04 7.52 19.46 Pipe - (2) 0.00 0.00 0.00 19.46 267.84 267.20 24 0.91 6.85 21.52 0.00 0.00 0.00 265.84 265.20 0.64 Cir 3 2 DrGrt 0.013 129.02 0.00 0.00 0.00 7.78 0.44 6.97 2.18 0.00 273.35 268.49 267.42 1.07 24 0.83 6.51 15.22 Pipe - (7) 0.00 0.00 0.00 15.22 269.09 268.04 24 0.81 6.49 20.40 0.00 0.00 0.00 267.09 266.04 1.05 Cir 4 3 DrGrt 0.013 105.12 5 0.00 0.00 0.00 7.31 0.48 7.11 1.59 0.00 274.50 269.43 268.49 0.94 24 0.89 5.71 11.28 Pipe - (10) 0.00 0.00 0.00 11.28 270.23 269.29 24 0.89 6.81 21.39 0.00 0.00 0.00 268.23 267.29 0.94 Cir 5 4 DrGrt 0.013 120.18 0.00 0.00 0.00 6.79 0.52 7.26 0.92 0.00 275.85 270.77 269.64 1.13 18 0.94 5.64 6.65 Pipe - (13) 0.00 0.00 0.00 6.65 271.27 270.23 18 0.87 5.53 9.77 0.00 0.00 0.00 269.77 268.73 1.04 Cir 6 5 DrGrt 0.013 77.921 0.00 0.00 0.00 6.29 0.50 7.42 0.60 0.00 275.81 271.43 270.77 0.66 18 0.85 4.63 4.46 Pipe - (14) 0.00 0.00 0.00 4.46 272.12 271.47 18 0.83 5.43 9.59 0.00 0.00 0.00 270.62 269.97 0.65 Cir 7 6 DrGrt 0.013 126.07 0.00 0.00 0.00 5.00 1.29 7.86 0.26 0.00 275.81 272.69 271.43 1.26 15 1.00 3.75 2.00 Pipe - (15) 0.00 0.00 0.00 2.00 273.38 272.12 15 1.00 5.26 6.46 0.00 0.00 0.00 272.13 270.87 1.26 Cir 8 4 DrGrt 0.013 78.153 0.00 0.00 0.00 6.10 0.56 7.48 0.54 0.00 274.30 270.15 269.54 0.61 18 0.77 4.64 4.00 Pipe - (11) 0.00 0.00 0.00 4.00 270.88 270.33 18 0.70 4.99 8.81 0.00 0.00 0.00 269.38 268.83 0.55 Cir 9 8 DrGrt 0.013 125.91 0.00 0.00 0.00 5.00 1.10 7.86 0.30 0.00 274.30 271.45 270.38 1.07 15 0.85 4.19 2.34 Pipe - (12) 0.00 0.00 0.00 2.34 272.09 271.08 15 0.80 4.71 5.78 0.00 0.00 0.00 270.84 269.83 1.01 Cir 10 2 DrGrt 0.013 77.997 0.00 0.00 0.00 11.19 0.36 6.15 0.88 0.00 272.30 267.99 267.42 0.56 18 0.72 4.97 5.44 Pipe - (3) 0.00 0.00 0.00 5.44 268.59 268.04 18 0.71 4.99 8.82 0.00 0.00 0.00 267.09 266.54 0.55 Cir NOTES: Intensity = 77.00 / (Inlet time + 12.30) 10.80 (in/hr) Time of flow in section is based on full flow. Project File: HCSS1-STRM-Sewers.stm Storm Sewers v2021.00 FL -DOT Report Page 2 Line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL ADD Date: 1/10/2022 No Line of Value of of (1) CA Q elev C1 = 0.2 Elev of Crown Span Pipe Full Flow Frequency: 10 yrs struc conc Flow C2 = 0.5 in Total Elev of Invert Proj: HCSS1-STRM-Sew C3 = 0.9 sect Flow Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap ment Total CA (ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) MIS) (cfs) Line description 11 10 DrGrt 0.013 126.00 0.00 0.00 0.00 10.52 0.67 6.29 0.53 0.00 272.31 269.16 268.25 0.92 15 0.73 4.54 3.32 Pipe - (4) 0.00 0.00 0.00 3.32 269.68 268.79 15 0.71 4.42 5.43 0.00 0.00 0.00 268.43 267.54 0.89 Cir 12 11 Comb 0.013 93.172 0.00 0.00 0.00 9.22 1.30 6.60 0.20 0.00 271.94 269.74 269.16 0.57 15 0.62 2.92 1.29 Pipe - (5) 0.00 0.00 0.00 1.29 270.54 269.88 15 0.71 4.43 5.43 0.00 0.00 0.00 269.29 268.63 0.66 Cir 13 12 Comb 0.013 179.31 0.00 0.00 0.00 5.00 4.22 7.86 0.11 0.00 273.58 271.17 269.83 1.34 15 0.75 3.09 0.87 Pipe - (16) 0.00 0.00 0.00 0.87 272.05 270.74 15 0.73 4.50 5.52 0.00 0.00 0.00 270.80 269.49 1.31 Cir 14 3 DrGrt 0.013 78.090 0.00 0.00 0.00 6.38 0.43 7.39 0.49 0.00 273.30 269.40 268.64 0.76 15 0.98 4.88 3.64 Pipe - (8) 0.00 0.00 0.00 3.64 269.88 269.19 15 0.88 4.95 6.07 0.00 0.00 0.00 268.63 267.94 0.69 Cir 15 14 DrGrt 0.013 126.00 0.00 0.00 0.00 5.00 1.38 7.86 0.24 0.00 273.31 270.07 269.40 0.67 15 0.53 3.00 1.87 Pipe - (9) 0.00 0.00 0.00 1.87 270.78 269.88 15 0.71 4.45 5.46 0.00 0.00 0.00 269.53 268.63 0.90 Cir NOTES: Intensity = 77.00 / (Inlet time + 12.30) 10.80 (in/hr) Time of flow in section is based on full flow. Project File: HCSS1-STRM-Sewers.stm Storm Sewers v2021.00 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) (%) (%) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 24 19.35 264.50 266.29 1.79 2.66 6.52 0.82 267.11 0.000 60.871 265.00 266.58 j 1.58** 2.66 7.27 0.82 267.40 0.000 0.000 n/a 0.95 n/a 2 24 19.46 265.20 266.69 1.49* 2.51 7.76 0.83 267.52 0.000 70.675 265.84 267.42 1.58** 2.67 7.29 0.83 268.25 0.000 0.000 n/a 1.50 n/a 3 24 15.22 266.04 267.42 1.38 2.32 6.56 0.65 268.07 0.000 129.02 267.09 268.49 1.40** 2.36 6.45 0.65 269.14 0.000 0.000 n/a 1.50 n/a 4 24 11.28 267.29 268.49 1.20 1.98 5.71 0.51 269.00 0.000 105.12 3268.23 269.43 1.20** 1.98 5.71 0.51 269.94 0.000 0.000 n/a 1.50 0.76 5 18 6.65 268.73 269.64 0.91 * 1.12 5.95 0.44 270.08 0.000 120.18 7269.77 270.77 1.00** 1.25 5.33 0.44 271.21 0.000 0.000 n/a 1.50 n/a 6 18 4.46 269.97 270.77 0.80 0.95 4.68 0.33 271.09 0.000 77.921 270.62 271.43 0.81 ** 0.97 4.59 0.33 271.76 0.000 0.000 n/a 0.50 n/a 7 15 2.00 270.87 271.43 0.56 0.53 3.76 0.22 271.65 0.000 126.07 272.13 272.69 0.56** 0.54 3.73 0.22 272.91 0.000 0.000 n/a 1.00 0.22 8 18 4.00 268.83 269.54 0.71 * 0.82 4.86 0.30 269.84 0.000 78.153 269.38 270.15 0.77** 0.91 4.42 0.30 270.45 0.000 0.000 n/a 0.50 0.15 9 15 2.34 269.83 270.38 0.55* 0.52 4.46 0.24 270.62 0.000 125.91 270.84 271.45 0.61 ** 0.60 3.92 0.24 271.69 0.000 0.000 n/a 1.00 0.24 10 18 5.44 266.54 267.42 0.88 1.08 5.02 0.38 267.80 0.000 77.997 267.09 267.99 0.90** 1.10 4.92 0.38 268.37 0.000 0.000 n/a 0.50 n/a 11 15 3.32 267.54 268.25 0.71 * 0.71 4.64 0.31 268.55 0.000 126.00 268.43 269.16 0.73** 0.75 4.43 0.31 269.47 0.000 0.000 n/a 0.50 0.15 12 15 1.29 268.63 269.16 0.53 0.40 2.58 0.17 269.33 0.000 93.172 269.29 269.74 j 0.45** 0.40 3.26 0.17 269.90 0.000 0.000 n/a 1.50 0.25 13 15 0.87 269.49 269.83 0.34* 0.26 3.28 0.13 269.96 0.000 179.31 7270.80 271.17 0.37** 0.30 2.91 0.13 271.30 0.000 0.000 n/a 1.00 n/a 14 15 3.64 267.94 268.64 0.70* 0.70 5.17 0.33 268.97 0.000 78.090 268.63 269.40 0.77** 0.79 4.59 0.33 269.73 0.000 0.000 n/a 0.50 0.16 15 15 1.87 268.63 269.40 0.77 0.51 2.36 0.21 269.61 0.000 126.00 269.53 270.07 j 0.54** 0.51 3.65 0.21 270.28 0.000 0.000 n/a 1.00 0.21 Project File: HCSS1-STRM-Sewers.stm Number of lines: 15 Run Date: 1/10/2022 Notes: * depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box Storm Sewers v2021.00 Hydraflow HGL Computation Procedure Page 1 General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross -sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross -sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 211100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Storm Sewer Profile Proj. file: HCSS'l-STRM-Sewers.stm Elev. (ft) 290.00 284.00 278.00 272.00 266.00 260.00 0 �.ln C J Q C J O C M d LO r- C M C 7 C 7 7 J OE O.E J C C Q C J O Ion .�� : ■IW-�I�i�■��L�L� 50 - HGL 290.00 284.00 278.00 272.00 @ 1.00% 266.00 260.00 100 150 200 250 300 350 400 450 500 550 600 650 700 EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: HCSS1-STRM-Sewers.stm Elev. (ft) 286.00 CO O C J Q C 0) J O 286.00 282.00 282.00 278.00 278.00 274.00 270.00 274.00 270.00 266.00 0 25 50 75 HGL EGL 266.00 100 125 150 175 200 225 Reach (ft) ■� 1�� ■sue ■- 1�� ■ram Storm Sewers Storm Sewer Profile Proj. file: HCSS1-STRM-Sewers.stm v Z o= of Elev. (ft) 280.00 n 73 o 280.00 277.00 277.00 274.00 274.00 271.00 EN 271.00 268.00 268.00 265.00 0 25 50 75 HGL EGL 265.00 100 125 150 175 200 225 Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: HCSS1-STRM-Sewers.stm Elev. (ft) 283.00 279.00 275.00 271.00 267.00 263.00 0 0 7 C � Q C O.S N C 7 C 7 J Q C O.S I��1�--Jai:-sT.rcCl►7�i1i1�{s�fi/1�- 50 HGL 283.00 279.00 275.00 271.00 267.00 263.00 100 150 200 250 300 350 400 450 500 EGL Reach (ft) Storm Sewers MEN V1 Njp it E �� ► SUPPORTING DOCUMENTATION HCSS1 January 10, 2022 The SITE Group 1111 Oberlin Road 919-832-6658 (o) Raleigh NC 27605 919-839-2255 (f) I 3 I 5 C 0 M 00 N N O N N 7 0 U V N O d Q 7 O C7 H 7) N L H i I J \ / / J I < /I EIP nli I N: 575943.3380 E7.3 ELE/ �WM V. 271.39' C \ S -S °--sue "- - I "275—f ICE HOUS� I \\ W� / n-277— i of / �« �?- / � 'SHEEP FLOW EIP SHE FLOW 1 I J \ I 5� I \ PRE -DEVELOPMENT WEIGHTED CURVE NUMBER CALCULATION Drainage Area Existing Drainage Area A Area (SF) Area (Ac) CN CN*Ac Lawn, Fair, HSG B 124,262 2.85 69 196.83 Lawn, Fair, HSG A 105,758 2.43 49 118.97 Lawn, Fair, HSG D 25,016 0.57 84 48.24 Gravel 0 0.00 91 0.00 Roof/Conc./Asphalt 0 0.00 98 0.00 Woods, Fair 12,788 0.29 79 23.19 Total 267,824 6.15 387.23 Weighted CN (unitless) = 63 Total Impervious Area (SF) = 0 Drainage Area Existing Drianage Area C Area (SF) Area (Ac) CN CN*Ac Lawn, Fair 105,258 2.42 84 202.98 Gravel 0 0.00 91 0.00 Roof/Conc./Asphalt 16,382 0.38 98 36.86 Woods, Fair 0 0.00 79 0.00 Total 121,640 2.79 239.83 Weighted CN (unitless) = 86 Total Impervious Area (SF) = 16,382 SF Total = 396,351 Acres Total = 9.10 LINE LEGEND PROPERTY BOUNDARY - - EX. INTERIOR/ADJ LOT LINE ACCESS EASEMENT — — — — — — BUILDING SETBACK -- W -_ EXISTING WATER LINE --SS-- EXISTING SEWER LINE -- FO-- EXISTING FIBER OPTIC LINE OHu EXISTING OVERHEAD POWER UGE EXISTING UNDERGROUND POWER Ss PROPOSED SANITARY SEWER NORTH NOT FOR CONSTRUCTION PRE —DEVELOPMENT DRAINAGE AREA MAP SCALE: 1 » = 60 ' (DRAWING SCALED FOR 24x36 INCH PLOTS) GRO�A � R�\'fECTU/Zy� o /O Z CERT. NO. '- r 353 g n • ZO�9lH CAROB-\cr �P. � IGH,NG NC ENGINEERING LICENSE NO. P-0803 (n U w 0 U W Q U V) 0 z Q w w w z_ 1.�.1 (D z w PIU 0011111 A' OEM Q U) a� O � O 100 In 0) LO I� N N -0O`q-N-If 0 OI' qj N DLN"�M-C 0 O° °° Q� C: 0)0)@ w�zrnrn n t: 0 (n� Ld �—IYO LLw J Q z w oC O z U J Of z 0 _ OL N 0 >-o U, Q z 3: 0 0o LLI T y = Z � U U 0 a z(1) BY rawn SVO Checked By SRN DATE: 30 JUN 2021 REVISED: 1L16 SEP 2021 2L09 NOV 2021 A10 JAN 2022 0 w DRAINAGE MAPS PRE- P VELOPMEENT DERMNAM J GAPa a Job Code HCSS 1 W, on I 3 I 5 0 C 0 \ J \ / POA-A \ \ \ \ N: 5�55".317450 ` \ ✓ E:198 704.70 \ \ ELEV. 269.81' \ I \ SHALLOW CONCENTRATED FLOW \ \ \ � \ \ 545 FTI � \ � I \ \ \ J I / l rob -� EIP N: 576162.0040 E: 1986081.7090 EL�: 267 90' 320 I '00 � O / \ I DRAINAGE AREA C / REDUCED NO / I I MODELING REQUIRED SHEET FLOW \ 50 FT I cli _SS s� It Nw TED FLOW \ \ l \ I I I I� I POST -DEVELOPMENT WEIGHTED CURVE NUMBER CALCULATION Drainage Area Post Developed Area A Area (SF) Area (Ac) CN CN*Ac Lawn, Fair 42,287 0.97 61 59.22 Gravel, HSG B 67,098 1.54 85 130.93 Gravel, HSG A 8,224 0.19 76 14.35 Gravel, HSG D 10,017 0.23 91 20.93 Roof/Conc./Asphalt 66,133 1.52 98 148.78 Woods, Fair 0 0.00 79 0.00 Total 193,759 4.45 374.21 Weighted CN (unitless) = 84 Total Impervious Area (SF) = 151,472 Drainage Area Post Developed Area A Bypass Area (SF) Area (Ac) CN CN*Ac Lawn, Fair, HSG B 17,874 0.41 84 34.47 Lawn, Fair, HSG A 105,266 2.42 49 118.41 Gravel 0 0.00 91 0.00 Roof/Conc./Asphalt 0 0.00 98 0.00 Woods, Fair 0 0.00 79 0.00 Total 123,140 2.83 152.88 Weighted CN (unitless) = 54 Total Impervious Area (SF) = 0 EXISTING GROUND COVER LEGEND LAWN ASPHALT/ROOF/GRAVEL WOODS PROPERTY BOUNDARY - - EX. INTERIOR/ADJ LOT LINE ACCESS EASEMENT — — — — — — BUILDING SETBACK W -- EXISTING WATER LINE --ss-- EXISTING SEWER LINE -- FO-- EXISTING FIBER OPTIC LINE HHH EXISTING OVERHEAD POWER HGE EXISTING UNDERGROUND POWER ss PROPOSED SANITARY SEWER NORTH NOT FOR CONSTRUCTION POST -DEVELOPMENT DRAINAGE AREA MAP SCALE: 1 » = 60 ' (DRAWING SCALED FOR 24x36 INCH PLOTS) GRO�A � R�\'fECTU/Zy� o /O Z CERT. NO. '- r 353 g n • ZO�9lH CARO\-\ � IGH,NG NC ENGINEERING LICENSE NO. P-0803 U LLI 0 U LLI < U 0 0 Q z QJ 0 0 I Co Lo 0) LO I- N N . �O�N+' cn o� 66 � Ld 0LN0000� Ld O 07 z0' 'E,zrnrn n z w-0 ~ O LLI Cn� J �U 0 L� X5 i U i-- —IYO LLLLI ■I� MEN OEM Q z W 0 z U J Of z 0� OL N 0 >- U) Z � 0 Q 0 0o LLI T y = Z t: U U 0 a Z(1) BY rawn SVO Checked By SRN DATE: 30 JUN 2021 REVISED: 1L16 SEP 2021 2L09 NOV 2021 A25 JAN 2022 w DRAINAGE MAPS POST- VELOPMEENT DERMNAGMAP J a a Job Code HCSS 1 W, I 3 Irk 5 C 0 N/F I WORNOM AND PERKINS PIN: 9587-22-0860 DB:3319, PAGE: 0515 I EXISTING ZONING: COMMERCIAL USE: NONE — _ I 1 J �2>0� F CIRCLE K STORES INC PIN: 87-56-8017 DB:34 8, PAGE. 0642 EXISTING ONING:COMMERCIAL US .CAR WASH / 0 260 N �I F 265 I p. 77 \ ::E S87°22'34"W S 87°17�,55" W — 174.71' 41.54' 71IIIIIF7F=i — �?rob N14 48'17"E 61.27' f � L LA / / \\ / NIP 576162.0040 rn / � �E.ELE,\986081.70090 EIP N:5761.7230 I I ) E: 198 890.9920 / I 2j0 l� ELEV: /262.24' N ) ' / CIRCLE KN STORES INC PIN: 9587-66-2038 - DB:3448, PA 42 / \ / EXISTING Q(NG:COMMERCIAL L 270 USE:GAS STATION / I w / N/F Ui i N / / I CHAMPION COURT RENTAL LLC 0 PIN: 9587-65-0971 m DB:3918, PAGE: 0407 / EXISTINGZEA6 ONIN G:2 COMMERCIAL AREA: — i / // o C C �01 / / I � U / IC)N I N / -j N o� LA � � / / —J _ S03Z7'20' E EIP / — N: 5755566.3450 r E:19804.1770 �7 ELEV: 69.81' / 0 ` / / / N/F MCKV EVELYN CAMERON PI 9587-55-6209 D .833, PAGE: 0313 /FX STING ZONING: RA-20R r 1 C. 0. ---ss-- / N/F NA NAL RETAYL PROPERTIES IN: 9587,-6- 54990 °' D :2985, P}�GE. 0854 w I / EXISTI ZONIN�COMMERC / o / USE:R AIL M o / -277— z \I \ \ I N/F I 78 J J H�MILTON JOANN L + PIN 9587-65-5715 1 EXISTING BZONING:RA1 °20R I M I EX. I / 60 HAMILTON Z EFNN PAUL & / HAMILTON JOANN L PIN: 9587-65-7688 ' DB:3618, PpAGE: 0852 EXISTING ZO1NING:RA-20R / / I 1&0 \ \ \ \ 1 P INV: 281.10' 11.1=1012111, PROPERTY BOUNDARY - - EX. INTERIOR/ADJ LOT LINE ACCESS EASEMENT — — — — — — BUILDING SETBACK W -_ EXISTING WATER LINE --ss-- EXISTING SEWER LINE -- FO-- EXISTING FIBER OPTIC LINE OHH EXISTING OVERHEAD POWER UGE EXISTING UNDERGROUND POWER ss PROPOSED SANITARY SEWER NORTH NOT FOR CONSTRUCTION RATIONAL METHOD INLET DRAINAGE AREA MAP SCALE: 1 » = 40 ' (DRAWING SCALED FOR 24x36 INCH PLOTS) GRO�A � R�OECTU/Zy� o /O Z CERT. NO. '- r 353 g n • ZO�lH CARO'��P. �'��EIGH,NG NC ENGINEERING LICENSE NO. P-0803 (n U W 1-- 0 Q W Q 0 0 0 z Q L W W z �(D z W Q U) 41 O � 0 J 100 Lo 0) J LO r- N N -0O q- N 0 0 r, N D�NrOrO-C O 0� q41 c rno)@ w�zrnrn n t: O U) 0, � o W � z L I� 6w 6 0�0 W W J Q F--- z w oC 0 z U J Of z 0� ILL.r-F— O ^ 1..� c� Of O >- N Q z �o 0o w = = z F- U U 0 a z(1) BY rawn SVO Checked By SRN DATE: 09 NOV 2021 REVISED: 1L25 FEB 2022 w DRAINAGE MAPS RATIONAL a METHOD INLET J RMNAMG APa a Job Code HCSS 1 W, 35° 15'0 U. S. DEPARTMENT OF AGRICULTURE SHEET NUMBER 9 SOIL CONSERVATION SERVICE HARNETT COUNTY, NORTH CAROLINA N S 000 4 000 3 000 2000 1 000 0 5 000 10 000 Feet This map was compiled by U.S. Department of Agriculture, 1 .5 0 1 2 3 Kilometers Soil Conservation Service and cooperating agencies on 1973 Scale 1:24000 and 1976 photography obtained from U.S. Department of Interior, Geological Survey. HARNETT COUNTY, NORTH CAROLINA NO. 9 00` ,5° 22'30" f� ,GIs R P, 3aD SHEET NO. 9 OF 14 1980000 FEET 2000000 FEET 580000 FEET 79°4'0"W 79°3'30"W 79°3'0"W 79°2'30"W 79°2'0"W 79°1'30"W 79°1'0"W 79°0'30"W 79°0'0"W 580000 FEET PW Aft 35°20'30"N 35°20'30"N Ad 27 n s T Swamp rn w �S , t n V 35°20'0"N 93 ► rr L - z j: ► o'*r 35°20'0"N 27 5 7 t �`o et... 224 5 - � Csreek - °•�. m e Vn - _ � ► II � o. � Carter` is rl - fir*; cOti�� w off' y�: i ' lr •. + I Rp, a 1F �r ► • •I6' �` a� r� '. a�Mhous..r I - 236.5 e tCt ; . So prairie Ln 35°19'30"N Z.. ►i Alb r n T w 35°19'30"N m _ 435 36 q' • k'kt. aC,titi 4 r 8 J<,e- ° Mountainside-Ln . P.'aw i i4� u�D rm. r �'-4 ! .Eisle2"L"r14 r ZONE E r m to er v �' Fern Creek D6;V �r - �'� ,I e d <y i1v '•: GranItrDr o'iy� Leerry.Ln �� 3 . 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Quail H°rri AQR`' _ ":� ..Airy y �p o� � �o M ° �. • � :•z�. „ � h � • f�rly �" O e•(t -� # Vm .a t7 a '�Lake�a� � � �%�hO� ,x`..X1 I rJQ a at r 4n^r moo° C �' "'. ,P2�.,•� C� ;, r \'° a A° :r � � °' i.' 560000 FEET < F' J 2� a Run _ 560000 FEET 79°4'0"W 79°3'30"W 79°3'0"W 79°2'30"W 79°2'0"W 79°1'30"W 79°1'0"W 79°0'30"W 79°0'0"W PW 1980000 FEET 2000000 FEET i Z I @�, i EIA • S C.f n_'PE�i i I IC, 7ECHIIIC.4LPAFMAEA This digital Flood Insurance Rate Map (FIRM) was produced through a unique cooperative partnership between the State of North Carolina and the Federal Emergency Management Agency (FEMA). The State of North Carolina has implemented a long term approach to floodplain management to decrease the costs associated with flooding. This is demonstrated by the State's commitment to map flood hazard areas at the local level. As a part of this effort, the State of North Carolina has joined in a Cooperating Technical State agreement with FEMA to produce and maintain this digital FIRM. FLOOD HAZARD INFORMATION NOTES TO USERS SCALE SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT HTTP://FRIS.NC.GOV/FRIS Without Base Flood Elevation (BFE) Zone A,V, A99 With BFE or Depth zone AE, AO, AH, VE, AR SPECIAL FLOOD Regulatory Floodway HAZARD AREAS �. 0.2%Annual Chance Flood Hazard, Areas of 1% Annual Chance Flood with Average Depth Less Than One Foot or With Drainage Areas of Less Than One Square Mile zone x Future Conditions 1%Annual Chance Flood Hazard zone x OTHER AREAS OF Area with Reduced Flood Risk due to Levee FLOOD HAZARD See Notes zone x OTHER Areas Determined to be Outside the AREAS 0.2%Annual Chance Floodplain zone x ------------- Channel, Culvert, or Storm Sewer Accredited or Provisionally Accredited GENERAL Levee, Dike, or Floodwall STRUCTURES Non -accredited Levee, Dike, or Floodwall BM5510 X North Carolina Geodetic Survey bench mark BM5510 ® National Geodetic Survey bench mark BM5510<81 Contractor Est. NCFMP Survey bench mark 0�1'8-2— Cross Sections with 1% Annual Chance Water Surface Elevation (BFE) a - - - - - Coastal Transect --- --- Coastal Transect Baseline Profile Baseline Hydrographic Feature OTHER Limit of Study FEATURES Jurisdiction Boundary For information and questions about this map, available products associated with this FIRM including historic versions of this FIRM, how to order products or the National Flood Insurance Program in general, please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com or contact the FEMA Map Service Center. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above. For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction. To determine if flood insurance is available in the community, contact your Insurance agent or call the National Flood Insurance Program at 1-800-638-6620. Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the digital FLOOD database and in the Technical Support Data Notebook (TSDN). ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local community to obtain more information, such as the estimated level of protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection. To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing or other protective measures. For more information on flood insurance, interested parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm. PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note appears on this panel, check with your local community to obtain more information, such as the estimated level of protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations. If the community or owner does not provide the necessary data and documentation or if the data and documentation provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing or other protective measures. For more information on flood insurance, interested parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm. LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA (or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less severe than those in the VE Zone. Limit of Moderate Wave Action (LiMWA) COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not available within CBRS areas for structures that are newly built or substantially improved on or after the date(s) indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal barrier.html, the FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD. CBRS Area : ; Otherwise Protected Area Map Projection: North Carolina State Plane Projection Feet (Zone 3200) Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical) 1 inch = 1,000 feet 1:12,000 0 500 1,000 2,000 Feet Meters 0 150 300 600 PANEL LO CATO R i / i CHATHAM COUNTY 1 0626 _ \ F0760 0624 LEE COUNTY 9548 WAKECOUNTY JOHNSTON COUNTY 0602 1 0622 1 0642 1 0662 1 0682 1 11602 9680 1 0600 1 0620 1 0640 1 0660 1 0680 1 1600 �,J 1620 9588 1 0508 1 0528 1 0548 1 0568 9566 11110 �1■ 0506 1 0526 1 0546 1 0566 9564 1 9584 1 0504 1 0524 HOKECOUNTY r� CUMBERLAND COUNTY 1506 1 1 ,^ 1546 15044 1524 z 7 SAMPSON COUNTY i f; I`f r NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP NORTH CAROLINA 0 y. PANEL 9586 x S aNEI SE�4 v) FEMA Panel Contains: wt _~ COMMUNITY CID PANEL SUFFIX `vtiJ HARNETT COUNTY 370328 9586 J tit V♦ 0 0 M cc 0 ■� Z MAP NUMBER 3710958600J MAP REVISED 10/03/06 U.S. DEPARTMENT OF THE INTERIOR TM1e Narional Map OLIVIA QUADRANGLE M USGS U.S. GEOLOGICAL SURVEY %!f I I(US + TO0 NORTH CAROLINA sa�eaae mra cnaagmg worltl /p 7.5-MINUTE SERIES -I9.1250.-79.0000. 3s.3Tso° a71xxxm E 72 73 74 75 76 77 78 79 80 81 35.350- A16mxm N 15 14 13 12 11 10 09 08 07 06 05 04 03 35 2500- 16 15 14 13 12 11 10 09 08 07 06 05 04 "0300n N 35.2500- -J9.1250--79.0000. produced by [he u,i[ed sra[g Geological a —y SCALE 124 000 ROAD aasnFican ON I'll, ill ea �1wcsea�. v ex crux. �ss,ox ae1 IF oo oo o ,000 ao" s " �F—p "aa " ______ oar p mreaxe ®rnn umxm Csmwxm e -o1e uTm ox oallo znIe maoNrxo NoxTM lsaxmm '.N oEa NaT oNaT oEN,EA or:HEFT z ereaaruay —m N - o1e co NTouk NT3 winr 10 F33T 1 2 3 cxnmurs Y Nat ona Eeva[xn oa[azeS z0oe usxaima one NOkrH ANE W CAN VERTIUr DATUM OF 1988 3 Mamers exxxaarles..............-Upla source; sae memaa[a Hla z01] - z018 h..�. ix v mo-m 4 5 reek Vve ttan as.................FN6 National Wettanas Invenmry 19W Thls map waspreaocea m coxmrrx wiM Ne 6 Loa ella111 ` n memaam rue assoa�aeea ru�me p xan,saraavemox ac.le e e axmesmr OLIVIA, NC nruowwa QunoxnNILES 2019 z z USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Harnett County, North Carolina May 10, 2021 in 677370 35° 20' 1" N r Custom Soil Resource Report Soil Map 677420 677470 677520 677570 Soil MaN may 1111 he valiel at this scale. 35° 19'46"N = 677370 677420 677470 677520 677570 in Map Scale: 1:2,150 if printed on A portrait (8.5" x 11") sheet. Meters N 0 30 60 120 1 � Feet 0 100 200 400 600 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 9 6776M a 677670 35° 20' 1" N Ow °93 35° 19' 46" N 677670 a MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Iwo Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit �i Gravelly Spot Landfill A. 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 oa Sodic Spot Custom Soil Resource Report MAP INFORMATION Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. Stony Spot Very Stony Spot Warning: Soil Map may not be valid at this scale. Wet Spot Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil �- Special Line Features line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed Water Features scale. Streams and Canals Transportation Please rely on the bar scale on each map sheet for map E F Rails measurements. . 0 Interstate Highways Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Major Roads Local Roads Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts Background distance and area. A projection that preserves area, such as the Aerial Photography 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: Harnett County, North Carolina Survey Area Data: Version 17, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 28, 2019—Jul 30, 2019 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Bb Bibb soils, frequently flooded 3.2 18.1 % FaB Fuquay loamy sand, 0 to 6 percent slopes 8.6 48.9% NoB Norfolk loamy sand, 2 to 6 percent slopes 5.8 33.0% Totals for Area of Interest 17.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The 11 Custom Soil Resource Report delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Harnett County, North Carolina Bb—Bibb soils, frequently flooded Map Unit Setting National map unit symbol: 3snw Elevation: 80 to 330 feet Mean annual precipitation: 38 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost -free period: 210 to 265 days Farmland classification: Not prime farmland Map Unit Composition Bibb, undrained, and similar soils: 80 percent Johnston, undrained, and similar soils: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bibb, Undrained Setting Landform: Flood plains Landform position (two-dimensional): Toeslope Down -slope shape: Concave Across -slope shape: Linear Parent material: Sandy and loamy alluvium Typical profile A - 0 to 6 inches: sandy loam Cgl - 6 to 60 inches: sandy loam Cg2 - 60 to 80 inches: loamy sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: FrequentNone Frequency of ponding: None Available water capacity: Moderate (about 7.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Hydric soil rating: Yes Description of Johnston, Undrained Setting Landform: Flood plains Down -slope shape: Concave Across -slope shape: Linear Parent material: Sandy and loamy alluvium 13 Custom Soil Resource Report Typical profile A - 0 to 30 inches: mucky loam Cg1 - 30 to 34 inches: loamy fine sand Cg2 - 34 to 80 inches: fine sandy loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Very poorly drained Runoff class: Ponded Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: About 0 inches Frequency of flooding: FrequentNone Frequency of ponding: Frequent Available water capacity: High (about 9.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7w Hydrologic Soil Group: A/D Hydric soil rating: Yes FaB—Fuquay loamy sand, 0 to 6 percent slopes Map Unit Setting National map unit symbol. 2wb9d Elevation: 160 to 660 feet Mean annual precipitation: 40 to 69 inches Mean annual air temperature: 55 to 70 degrees F Frost -free period: 190 to 310 days Farmland classification: Farmland of statewide importance Map Unit Composition Fuquay and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fuquay Setting Landform: I me rfluves Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Linear Parent material: Sandy marine deposits over loamy marine deposits Typical profile Ap - 0 to 10 inches: loamy sand 14 Custom Soil Resource Report E - 10 to 28 inches: loamy sand Bt - 28 to 44 inches: sandy clay loam Btv - 44 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: About 40 to 61 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity. Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water capacity: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Forage suitability group: Sandy over loamy soils on rises, knolls, and ridges of mesic uplands (G133AA221 FL) Other vegetative classification: Sandy over loamy soils on rises, knolls, and ridges of mesic uplands (G133AA221 FL) Hydric soil rating: No Minor Components Dothan Percent of map unit. 7 percent Landform: Imerfluves Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Loamy and clayey soils on rises and knolls of mesic uplands (G133AA321 FL) Hydric soil rating: No Candor Percent of map unit. 5 percent Landform: Marine terraces Landform position (two-dimensional): Footslope, summit, shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Convex, linear Across -slope shape: Convex, linear Hydric soil rating: No Blaney Percent of map unit. 3 percent Landform: Ridges Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Interfluve, side slope Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating: No 15 Custom Soil Resource Report NoB—Norfolk loamy sand, 2 to 6 percent slopes Map Unit Setting National map unit symbol: 2v75y Elevation: 30 to 450 feet Mean annual precipitation: 38 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost -free period: 200 to 280 days Farmland classification: All areas are prime farmland Map Unit Composition Norfolk and similar soils: 83 percent Minor components: 17 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Norfolk Setting Landform: Broad interstream divides on marine terraces, flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex, linear Across -slope shape: Convex, linear Parent material: Loamy marine deposits Typical profile Ap - 0 to 8 inches: loamy sand E - 8 to 14 inches: loamy sand Bt - 14 to 65 inches: sandy clay loam BC - 65 to 80 inches: sandy clay loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 40 to 72 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Hydric soil rating: No it. Custom Soil Resource Report Minor Components Wagram Percent of map unit: 10 percent Landform: Broad interstream divides on marine terraces, ridges on marine terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Riser, rise Down -slope shape: Convex, linear Across -slope shape: Convex Hydric soil rating: No Goldsboro Percent of map unit: 7 percent Landform: Flats on marine terraces, broad interstream divides on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Hydric soil rating: No 17