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Home My WebLink AboutSW6200204_SWM Report_20200303STORMWATER MANAGEMENT PLAN STORMWATER ROUTING REPORT MIDWAY PLAZA PROPERTY OF SHULTZ RENTALS 1, LLC U.S. Highway 401., Hoke County January 2020 OWNER: Shultz Rentals 1, LLC 4780 Shavano Drive Windsor, CO 80550 0 iq '�'•, g ®�o�►ofn��•' g� GEORGE M. ROSE, P.E. P.O. Box 53441 Fayetteville, NC 28305 910-977-5822 STORMWATER CALCULATIONS STORMWATER NARRATIVE PROPERTY OF SHULTZ RENTALS 1, LLC U.S. HIGHWAY 401, HOKE COUNTY STORMWATER NARRATIVE STORMWATER CALCULATIONS 12-26-19 Revised 1-21-20 Revised 1-29-20 PROJECT DESCRIPTION The total property boundary encompasses 8.58 acres with approximately 415 linear feet of frontage along U.S. Highway 401 in Hoke County near the Cumberland County line. The Phase One project consists of a 16,145 square foot retail and professional center on 2.43 acres adjacent to U.S. Highway 401. The Phase One proj ect site is bounded by U. S. Highway 401 to the north, a church facility to the east and undeveloped commercial properties to the west and south. The site ranges in elevation from approximately 249 at the northwest corner to a ridge of approximate elevation 256 in the southern portion of the property. Surface areas and calculations are as shown below: Total area within the project boundary = 373,645 sf = 8.58 acres Total Phase One boundary = 105,734 sf = 2.43 acres Existing impervious surfaces on the site consist of: Asphalt = 64,873 sf Concrete = 11,793 sf Gravel = 16,188 sf Total existing impervious = 92,854 sf = 2.13 acres Total pervious surfaces within Phase One boundary = 105734 - 92854=12,888 sf = 0.30 acres Offsite contributory drainage area (pervious surfaces) = 160,912 sf = 3.69 acres Total drainage area (Phase One)=105734 sf + 160912 = 266,646 sf = 6.12 acres STORMWATER MANAGEMENT PLAN Drainage on the project site is divided into basin and non -basin areas depending on whether or not the area drains into the proposed infiltration basin for treatment. See a drainage area summary map on sheet SP6 for specific pervious and impervious areas designated as basin and non -basin. Stormwater from the basin areas will be treated for quantity and quality in a new infiltration basin to be located at the northwest corner of the property. The existing Bragg sandy loam and Candor sand soils on the site are not listed in the BMP manual on Table 3 (Chapter 3) for North Carolina soil types but are categorized as Group A soils per the moderately high to high infiltration rates noted in the Hoke County Soil Report. On -site soil tests by Southeastern Soil & Environmental Associates show the seasonal highwater table is at a depth of 115 inches at bore hole #1 (which equals elevation 239.8). Ksat readings were taken and the infiltration rate of the soil in the area of the proposed infiltration basin was shown to be 2.31 inches per hour at 30 inches depth (elevation 246.9) at bore hole #1 and 1.31 inches per hour at 36 inches (elevation 247.0) at bore hole 43. The average of those two readings 1.81 inches per hour was used in the routing calculations. PART A — STORMWATER CALCULATIONS FOR ROUTING Determine pre -development curve number Use SCS method to determine pre -development flows from the site. By judgment curve number CN for the project site and the contributory offsite pervious surfaces for pre -development conditions is 45 for woods with forest litter, small trees and brush. Total pre -development impervious surfaces = 92,854 sf Total pre -development pervious surfaces inside Phase One boundary = 12,888 sf Offsite pre -development pervious surfaces = 160,912 sf Total pre -development drainage area = 92854 + 12888 + 160912 = 266,654 sf = 6.12 acres Weighted pre -development CN = 92854/266654(98) + 173800/266654(45) = 63.5 See routing results for pre -development flows. Determine post -development curve numbers Non -Basin areas: Total non -basin pervious = 7243 + 1388 = 8,631 sf = 0.20 acres Total non -basin impervious areas = 558 sf = 0.013 acres Total non -basin areas = 8631 + 558 = 9,189 sf = 0.21 acres Non -basin post -development pervious CN = 39 Weighted non -basin post -development CN 558/9189(98) + 8631/9189(39) = 42.6 Basin areas: Total basin pervious areas =102 (0) + 483 (#4) + 169 (#5) + 176 (#6) + 169 (#7) + 113 (#8) + 817 (#9) +184 (#10) +263 (#11) + 14719 (basin) + 160912 (offsite) = 178,107 sf = 4.09 acres Total basin pervious areas excluding offsite = 17,195 sf = 0.39 acres Total basin impervious areas = 34149 (asphalt/curb) + 16145 (roof) + 2520 (sidewalk) + 1625 (sidewalk) = 54,439 sf =1.25 acres Total basin areas = 178107 + 54439 = 232,546 sf = 5.34 acres Total impervious surfaces basin and non -basin = 558 + 54439 = 54,997 sf = 1.26 acres % of project site that is impervious = 54997/105734 = 52.0% = high density project Use CN = 45 for offsite areas By judgment use CN = 39 for good condition landscaped areas post -development. Weighted basin post -development CN = 160912/232546(45) + 54439/232546(98) + 17195/232546(39) = 57.0 See routing report for results of routing the design storms. Summary of the results are: Pre -development: Q1= 4.32 cfs Qio = 21.42 cfs. Quo = 48.21 cfs Post development flows: Q1= 0.00 (non -basin) + 0.00 (basin) = 0.00 cfs Qzo = 0.11 (non -basin) + 0.00 (basin) = 0.11 cfs Qico = 0.66 (non -basin) + 3.32 (basin) = 3.98 cfs Maximum storm elevations in the basin: 1-year 247.3 6 10-year 249.47 100-year 251.25 WATER QUALITY VOLUME Check to see if the basin will hold 2 times the water quality volume in order to eliminate the need for treatment of flows bypassing the pond. Determine the volume required to capture the first 1-inch of rainfall from the 10-year storm to be drawn down over 5 days (then double that). Using the Simple Method, Rv = 0.05 + 0.9 IA Total basin areas (excluding offsite) = 18287 + 53225 = 71,512 sf 1.64 acres IA = 1.22/ 1.64 = 0.74 Rv = 0.05 + 09(0.74) = 0.72 Volume of runoff that must be controlled is: V = 3630(Ro)(Rv)A where RD= 1 inch = 3630(1)(0.72)(1.64) = 4,286 cubic feet (4286)(2) = 8,572 cubic feet Storage available in basin elevation at 251.0 is 29,314 cubic feet — therefore no treatment required for any flows bypassing the basin. DRAWDOWN TIME Verify that the basin will dewater within 72 hours. Maximum elevation at 10-year storm per routing = 249.47 Bottom of basin = elevation 247.00 Difference = 249.47-247.00 = 2.47' or 29.6" Using infiltration rate of 1.81 inches/hour, time to dewater = 29.6/1.81 = 16.4 hours OK PART B — EROSION CONTROL CALCULATIONS TEMPORARY SEDIMENT BASIN SIZING CALCULATIONS Total basin areas (from calculation on page 2 above) = 232,546 sf = 5.34 acres (use skimmer basin since area is over 1.0 acre) Storage required = 5.34(3600 cflac) = 19,224 cubic feet Construct basin following approximate dimensions of finished elevation 251 contour = approximately 62' wide by 180' long. 251 contour is 9,875 sf and 248 contour is 6,092 sf. Basin at 3' depth = (9875+6092)/2(3) = 23,950 cubic feet. Check surface area required = 435 sf X Qio where Qio= CIA Determine precipitation intensity for 10-year storm using precipitation frequency data server at http://hdsc.nws.noaa.gov/hdsc/pfds/orb/nc pfds.html. Longitude and latitude of approximate center of proposed infiltration basin is 35-01-52N, 79-07-27W. 10-year (5 minute time of concentration, 24-hour duration) = 7.97 inches per hour By judgment use C = 0.60 for conditions during construction. Qto= 5.34(7.97)(0.60) = 25.5 cfs Surface area = 435(Qio) = 435(25.5) = 11,093 sf Surface area of basin is 62(180) = 11,160 sf— therefore size is adequate. Check flow and velocity__ calculations at the diversion berm Total area draining to berm= 16,865 sf consisting of 1336 sf of sidewalk, 4593 sf of pervious area and 10936 sf of asphalt. Qio = CIA where C = 0.95 for asphalt/concrete and 0.25 for pervious areas Weighted C = 12272/16865(.95) + 4593/16865(0.25) = 0.76 Q i o = 0.76(7.97)(16865143560) = 2.35 cfs Approximate the open channel condition by the sketch below: �Inii RPPM LONGITUDINAL SLOPE = 0.7% (APPROX) Using Manning's Equation by trial and error, solve for area A Use 0.03 for Manning's n If A = 8.05 sf, then P = 41:88' R=AJP=0.19 Qio = 1.49/0.03(8.05)(0.192/3)(0.007)t/2 = 11.1 cfs If A = 3.52 sf, then P = 27.72' R=A/P=0.13 Qio= 1.49/0,03(3.52)(0.132/3)(0.007)1r2 = 3.6 cfs If A = 2.72 sf, then P = 24.34' R=AT=0.11 Qto= 1.49/0.03(2.72)(0.112/3)(0.007)t/2 = 2.6 cfs If A = 2.52 sf, then P = 23.42' R=A/P=0.11 Qto=1.49/0.03(2.52)(0.112r3)(0.007)1r2 = 2.4 cfs Velocity V = Q/A V = 2.4/2.52 = 1.0 fps therefore non -erosive PART C — STORMWATER CALCULATIONS FOR SIZING PIPES Size the pipe leaving DI-1 Area draining to DI-1 is 11,871 sf of asphalt plus 687 sf of sidewalk plus (629 + 113) 742 sf of pervious area. Total area = 13,300 sf = 0.31 acres 4 Qio = CIA where C = 0.95 for asphalt, concrete and rooftop Qio = (0.95)(7.97) (11871+687/43560) + 0.25(7.97)(742/43560) = 2.2 Check capacity of 15" RCP at 0.50% slope using Manning's Equation. Q=1.49/nAR2i3S1/2 where R = 1.23/3.93 = 0.31 = 1.49/0.013(1.23)(.31)2i3(0.005)ia = 4.6 cfs therefore 15" pipe is adequate Size the pipe leaving DI-2 Area draining to DI-2 is 12,179 of asphalt area plus 338 sf of pervious surfaces plus 963 sf of new sidewalk. Total area = 13,480 sf = 0.31 acres Qio = CIA where C = 0.95 for concrete and 0.25 for pervious areas Qio= 0.95(7.97)(12179+963/43560) + (0.25)(7.97)(338/43560) + 2.2 Qio = 4.5 cfs therefore 15" pipe is adequate Size the pipe leaving CI-1 Area draining to CI-1 is 10,200 of asphalt area plus 1,046 sf of pervious surfaces plus 828 sf of new sidewalk. Total area = 12,074 sf = 0.28 acres Qio = CIA where C = 0.95 for concrete and 0.25 for pervious areas Qio= 0.95(7.97)(10200+828/43560) + (0.25)(7.97)(1046/43560) + 4.5 Qio = 6.5 cfs Check capacity of 18" RCP at 0.50% slope using Manning's Equation. Q=1.49/nAR2/3Sir2 where R = 1.77/4.71 = 0.38 =1.49/0.013(1.77)(.38)2/3(0.005)i/ = 7.5 cfs therefore 18" pipe is adequate Size the pipe leaving CI-2 Area draining to CI-2 is 15,000 of roof plus 529 sf of pervious surfaces. Total area = 15,529 sf = 0.36 acres Qio= CIA where C = 0.95 for concrete and 0.25 for pervious areas Qio= 0.95(7.97)(15000/43560) + (0.25)(7.97)(529/43560) + 6.5 Qio = 9.1 cfs Check capacity of 24" RCP at 0.50% slope using Manning's Equation. Q=1.49/nAR2/3S i/2 where R = 3.14/6.28 = 0.50 = 1.49/0.013(3.14)(.50)2/3(0.005)112 = 16.0 cfs therefore 24" pipe is adequate Check exit velocity V = Q/A V = 9.1/3.14 = 2.9 fps non -erosive velocity Use 4' x 4' pad of 6" stone rip rap at outlet SUPPLEMENT-EZ SUPPLEMENT-EZ COVER PAGE LOAD SUPPLEMENT FORMS PROJECT INFORMATION _ 1 Project Name Property of Shultz Rentals 2 Project Area (ac) 5.34 3 Coastal Wetland Area (ac) 0 4 Surface Water Area (ac) 5.34 5 Is this project High or Low Density? High 6 Does this project use an off -site SCM? No COMPLIANCE WITH 02H .1003(4) 7 Width of vegetated setbacks provided (feet) 10 8 Will the vegetated setback remain vegetated? Yes 9 Is BIJA other that as listed in .1003(4)(c-d) out of the setback? No 10 Is streambank stabilization proposed on this project? No NUMBER AND TYPE OF SCMs: 11 Infiltration System 1 12 Bioretention Cell 0 13 Wet Pond 0 14 Stormwater Wetland 0 15 Permeable Pavement 0 16 lSand Filter 0 17 Rainwater Harvesting (RWH) 0 18 Green Roof 0 19 Level Spreader -Filter Strip (LS-FS) 0 20 Disconnected Impervious Surface (DIS) 0 21 Treatment Swale 0 22 Dry Pond 0 23 Storm Filter 0 24 Silva Cell 0 25 Bayfilter 0 26 1 Filterra 0 LOAD SUPPLEMENT FORMS DESIGNER CERTIFICATION 27 Name and Title: George M. Rose, P.E. 28 Organization: 29 Street address: P.O. Box 53441 30 City, State, Zip: Fayetteville, NC 28305 31 Phone number(s): 910-977-5822 32 Email: grose9295@gmail.com Certification Statement: l certify, under penalty of taw that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here. aestaner oQ: 0 �''01W.,�i' y �r 1 SEAL I � 1 r 11315 ',,O'�0E M• �� ,. �fHSe�rAf IN{►��, AA. 1�tx- Signature of Desi er Date is (I 2008 rules 2017 rules 11 Design storm (inches) 1 in 1995 rules SL 2006-246 2008 rules 2017 rules 12 Breakdown of new BUA: Parking (sq ft) 34139 sf - Sidewalk (sq ft) 2520 sf - Roof (sq ft) 16145 sf - Roadway (sq ft) - Future (sq ft) - Other, please specify in the comment box below (sq ft) 13 New infiltrating permeable pavement on subdivided lots (sq ft) 14 New infiltrating permeable pavement outside of subdivided lots (sq ft) 15 Exisitng BUA that will remain (not subject to permitting) (sq ft) 16 Existing BUA that is already permitted (sq ft) 17 Existing BUA that will be removed (sq ft) 18 Percent BUA 19 Design volume of SCM cu ft 20 Calculation method for design volume ADDITIONAL INFORMATION F271-infIr-ation iease use this space to provide any additional about the drainage area(s): DRAINAGE AREAS f Is this a high density project? Yes 2 If so, number of drainage areas/SCMs 1 3 Is allipart of this project subject to previous rule versions? No FORMS LOADED DRAINAGE AREA INFORMATION Entire Site 1 4 Type of SCM Infiltration 5 Total BUA in project (sq ft) 54997 sf 6 New BUA on subdivided lots (subject to permitting) sq ft) 7 New BUA outside of subdivided lots (subject to permitting) (sf) 8 Offsite - total area sq ft 160912 sf 9 Offsite BUA (sq ft) 10 Breakdown of new BUA outside subdivided lots: - Parking sq ft - Sidewalk (sq ft) - Roof (sq ft) - Roadway (sq ft) - Future (sq ft) - Other, please specify in the comment box below (sq ft) 11 New infiltrating permeable pavement on subdivided lots (sq ft) 12 New infiltrating permeable pavement outside of subdivided lots (sq ft) 13 Exisitng BUA that will remain (not subject to permitting) (sq ft) 14 Existing BUA that is already permitted sq ft) 15 Existin BUA that will be removed (sq ft) 16 Percent BUA 17 Design storm (inches) 1 in 18 Desi n volume of SCM (cu ft) 5970 cf 19 Calculation method for design volume ADDITIONAL INFORMATION 20 Please use this space to provide any additional information about the drainage area(s): DRAINAGE AREA INFORMATION Entire Site 1 4 Type of SCM NIA 5 Total BUA from project sq ft) 54997 sf 6 1995 rules SL 2006-246 2008 rules 2017 rules 7 New BUA on subdivided lots (subject to permitting) sq ft) 1995 rules SL 2006-246 2008 rules 2017 rules 8 New BUA outside of subdivided lots (subject to permitting) (sf) 1995 rules SL 2006-246 2008 rules 2017 rules 9 Offsite - total area sq ft) 160912 sf 1995 rules SL 2006-246 rules rules [V2008 BUA sq ft rules 006-246 ROUTING REPORTS 1 Hydrograph Report Hydrafiow Hydrographs Extension for AutoCAD@ Civil 3D®2018 6y Autodesk, Inc. v12 Hyd. No. 1 Pre devel ' Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 6.120 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.02 in Storm duration = 24 hrs Thursday, 1212612019 Peak discharge = 4.320 cfs Time to peak = 11.98 hrs Hyd. volume = 10,519 cuft Curve number = 63.5 Hydraulic length = 0 ft Time of cone. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Pre devel Q (cfs) Hyd. No. 1 -- 1 Year 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 1 Q (cfs) 5.00 4.00 3.00 2.00 1.00 i 1 i . 1 1 1 1 1 1 I _ ' 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Hyd. No, 2 Post non basin Hydrograph type = SCS Runoff Storm frequency = 1 yrs. Time interval = 1 min Drainage area = 0.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.02 in Storm duration = 24 hrs Q (cfs) Thursday, 12 / 2612019 Peak discharge = 0.000 cfs Time to peak = 24.00 hrs Hyd. volume = 6 cuft Curve number = 42.6 Hydraulic length = 0 ft Time of cone. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Post non basin Hyd. No. 2 -- 1 Year Q (cfs) 0.90 0.09 U. IV 0.09 0.08 0.07 0.08 0.06 0.07 0.05 0.06 0.04 0.05 0.04 0.03 0.02 0.03 0.01 0.02 0 00 0.01 n nn 0 2 4 6 8 10 12 14 16 Hyd No. 2 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 6y Autodesk, Inc. v12 Hyd. No, 3 Post basin Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 5.340 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.02 in Storm duration = 24 hrs Q (cfs) 2.00 Will 0.00 -- 0 2 4 Hyd No. 3 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of cone. (Tc) Distribution Shape factor Post basin Hyd. No. 3 -- 1 Year Thursday, 12126 12019 = 1.282 cfs = 12.00 hrs = 5,040 cult = 57 = Oft = 5.00 min = Type II = 484 ....................................... 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 M10111 --1 0.00 26 Time (hrs) 4 Hydrograph Report Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12 Hyd. No. 4 Basin routed Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs. Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 3 -Post basin Max. Elevation Reservoir name = Basin A Max. Storage Storage Indication method used. Exfiltration extracted from Outflow Q (cfs) 2.00 1.00 11 W Basin routed Hyd. No. 4 -- 1 Year Wednesday, 01129 12020 = 0.000 cfs = 14.02 hrs = 0 tuft = 247.36 ft = 1,957 cuft 5 10 15 20 25 30 35 40 45 Hyd No, 4 Hyd No. 3 ID.._[I=I.L.1 Total storage used = 1,957 cuft Q (cfs) 2.00 1.00 0.00 50 Time (hrs) Pond Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D®2018 by Autodesk, Inc. v12 Thursday, 12 / 26 / 2019 Pond No. 1 - Basin A Pond Data Contours -laser-defined contour areas. Conic method used for volume calculation. Begining Elevation = 247.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult) 0.00 247.00 4,047 0 0 1.00 248.00 6,092 5,509 5,509 2.00 249.00 7,295 6,684 12,193 3.00 250.00 8,554 7,915 20,108 4.00 251.00 9,875 9,206 29,314 5.00 252.00 13,069 11,434 40,747 Culvert I Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 8,00 0.00 0.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 251.00 0,00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3,33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti --- --- --- Length (ft) = 0.00 0,00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0,00 0,00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 2.920 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0,00 Note: CulvertlDriftce outflows are analyzed under inlet (1c) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage 1 Storage 1 Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 247.00 --- --- --- --- 0.00 - --- 0.000 --- 0.000 0.10 551 247.10 --- --- --- --- 0.00 --- - --- 0.041 --- 0.041 0.20 1,102 247.20 --- --- --- --- 0.00 --- --- --- 0.082 --- 0.082 0.30 1,653 247.30 --- --- - --- 0.00 0.124 --- 0.124 0.40 2,204 247.40 --- --- -- --- 0.00 - -- - 0.165 --- 0.165 0.50 2,755 247.50 --- --- --- --- 0.00 --- - 0.206 --- 0.206 0.60 3,305 247.60 --- --- - --- 0.00 --- --- --- 0.247 --- 0,247 0.70 3,856 247.70 - --- 0.00 - 0.288 - 0.288 0.80 4,407 247.80 --- --- --- 0.00 - 0.329 0.329 0.90 4,958 247.90 --- --- --- 0.00 --- --- - 0.371 0.371 1.00 5,509 248.00 --- 0.00 --- --- - 0,412 --- 0.412 1,10 6,177 248.10 --- - - 0.00 -- --- - 0,420 0.420 1.20 6,846 249.20 --- --- --- 0.00 --- --- 0.428 0.428 1.30 7,514 248.30 --- --- --- --- 0.00 --- --- 0.436 --- 0.436 1.40 8,183 248.40 - - -- --- 0.00 --- --- - 0.444 --- 0.444 1.50 8,851 248.50 --- --- - --- 0.00 --- --- - 0.452 --- 0.452 1,60 9,519 248.60 --- -- --- --- 0.00 --- --- --- 0.461 --- 0.461 1.70 10,188 248.70 --- - --- --- 0.00 --- --- --- 0.469 --- 0.469 1.80 10,856 248.80 - - - --- 0.00 --- --- - 0.477 --- 0.477 1.90 11,524 248.90 --- - - --- 0.00 --- --- - 0.485 --- 0.485 2.00 12,193 249.00 --- --- --- --- 0.00 --- --- --- 0,493 --- 0.493 2.10 12,984 249.10 --- - - - 0.00 --- --- -- 0.502 --- 0.502 2.20 13,776 249.20 --- --- --- --- 0.00 --- --- - 0.510 --- 0.510 2.30 14,567 249.30 - - -- --- 0.00 --- --- - 0.519 --- 0.519 2.40 15,359 249.40 - - --- 0.00 --- --- - 0.527 --- 0.527 2.50 16,151 249.50 - - - --- 0.00 --- --- - 0.536 --- 0.536 2.60 16,942 249.60 --- --- --- --- 0.00 --- --- - 0.544 --- 0.544 2.70 17,734 249.70 --- --- 0.00 --- --- - 0.553 --- 0.553 2.80 18,525 249.80 - - --- 0.00 --- --- - 0.561 --- 0.561 2.90 19,317 249.90 --- --- - --- 0,00 --- --- - 0.570 --- 0.570 3.00 20,108 250.00 - - --- 0.00 --- --- - 0,578 --- 0.578 3.10 21,029 250.10 - --- 0.00 --- --- --- 0.587 --- 0.587 3.20 21,949 250.20 --- --- - --- 0.00 --- --- --- 0.596 --- 0.596 3.30 22,870 250.30 - --- 0.00 --- --- - 0.605 --- 0.605 3.40 23,790 250.40 - --- 0.00 --- --- - 0.614 --- 0.614 3.50 24,711 250.50 --- --- --- - 0.00 --- --- --- 0.623 --- 0.623 3.60 25,632 250.60 --- --- -- --- 0.00 --- --- --- 0.632 --- 0.632 Continues on next page.,. C.1 Basin A Stage 1 Storage 1 Discharge Table Stage Storage Elevation Civ A ft Cuft ft Cfs 3.70 26,552 250.70 --- 3.80 27,473 250.80 --- 3.90 28,393 250.90 --- 4.00 29,314 251.00 --- 4.10 30,457 251.10 --- 4.20 31,601 251.20 --- 4.30 32,744 251.30 --- 4.40 33,887 251.40 --- 4.50 35,031 251.50 --- 4.60 36,174 251.60 --- 4.70 37,317 251.70 --- 4.80 38,461 251.80 --- 4.90 39,604 251.90 --- 5.00 40,747 252.00 --- ,End Civ B Clv C PYIRsr WrA Wr B Wr C Wr D Exfil User Total Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs --- --- --- 0,00 - - 0.641 - 0.641 --- --- --- 0.00 --- --- --- 0.650 - 0.650 �- --- 0.00 --- --- --- 0.659 - 0.659 - --- 0.00 --- --- --- 0.667 --- 0.667 --- --- --- 0.84 0.689 - 1.532 --- --- --- 2.38 - --- --- 0.711 - 3.093 --- --- --- 4.38 - - - --- 0.732 --- 5.110 --- --- --- 6.74 - - - --- 0.754 --- 7.493 --- --- --- 9.42 0.775 --- 10.19 --- --- --- 12.38 - --- --- 0.797 --- 13.18 --- --- --- 15.60 --- --- 0.819 --- 16.42 --- --- --- 19.06 - --- --- 0.840 --- 19.90 --- --- --- 22.75 - --- --- 0.862 --- 23.61 --- --- --- 26.64 --- --- --- 0.883 --- 27.52 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Hyd. No. 1 Pre devel Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 1 min Drainage area = 6.120 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.52 in Storm duration = 24 hrs Q (cfs) 24.00 20.00 16.00 12.00 8.0a 4.00 0.00 0 2 4 6 8 Hyd No. 1 Thursday, 12126 12019 Peak discharge = 21.42 cfs Time to peak = 11.97 hrs Hyd. volume = 43,246 cult Curve number = 63.5 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Pre devel Hyd. No. 1 -- 10 Year Q (cfs) 24.00 20.00 16.00 12.00 OS 4.00 I f I I I I I 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 8 Hydrograph Repor# Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2018 by Autodesk, Inc. v12 Thursday, 121 2612019 Hyd. No. 2 Post non basin Hydrograph type = SCS Runoff Peak discharge = 0.106 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 1 min Hyd. volume = 385 cuft Drainage area = 0.210 ac Curve number = 42.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cant. (Tc) = 5.00 min Total precip. = 5.52 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 non basin Hyd. No. 2 -- 10 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADfl Civil 3D® 2018 by Autodesk, Inc. v12 Hyd. No. 3 Post basin Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 1 min Drainage area = 5.340 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.52 in Storm duration = 24 hrs Q (cfs) 14.00 12.00 10.00 . 11 2.00 2 4 6 Hyd No. 3 Thursday, 12 / 26 / 2019 Peak discharge = 13.32 cfs Time to peak = 11.97 hrs Hyd. volume = 27,835 cuft Curve number = 57 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Post basin Hyd. No. 3 -- 10 Year Q (cfs) 14.00 12.00 .1f 4.00 2.00 I I l I I I I I - A 1 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Wednesday, 01 12912020 Hyd. No. 4 Basin routed Hydrograph type = Reservoir Peak discharge = 0.000 Cfs Storm frequency = 10 yrs Time to peak = 11.92 hrs Time interval = 1 min Hyd. volume = 0 Cuft Inflow hyd. No. = 3 -Post basin Max. Elevation = 249.47 ft Reservoir name = Basin A Max. Storage = 15,876 cuft Storage Indication method used. Exfiltration extracted from Outflow Q (Cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0 00 Basin routed Hyd. No. 4 10 Year Q (Cfs) A A - 0 5 10 15 20 25 30 35 40 45 50 v vM Time (hrs) Hyd No, 4 Hyd No. 3 I[:a::.i::I;.�. i 1 Total storage used = 15,876 tuft I 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 31DQ� 2018 by Autodesk, Inc. v12 Hyd. No. 1 Pre devel Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 1 min Drainage area = 6.120 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.65 in Storm duration = 24 hrs Q (cfs) 50.00 40.00 MIXIIISI 20.00 10.00 0.00 ' E 0 2 4 Hyd No. 1 6 8 Thursday, 12126 12019 Peak discharge = 48.21 cfs Time to peak = 11.97 hrs Hyd. volume = 97,281 cuff Curve number = 63.5 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Pre devel Hyd. No. 1 -- 100 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 1� I I I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 12 Hydrograph Report Hydraffow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Hyd. No. 2 Post non basin Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 1 min Drainage area = 0.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.65 in Storm duration = 24 hrs Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0 00 Thursday, 12 / 2612019 Peak discharge = 0.660 cfs Time to peak = 11.97 hrs Hyd. volume = 1,435 cult Curve number = 42.6 Hydraulic length = 0 ft Time of cone. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Post non basin Hyd. No. 2 -- 100 Year Q (cfs) 0 2 4 6 8 10 12 14 Hyd No. 2 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 16 18 20 22 24 26 Time (hrs) 13 Hydrograph Report HydraFlow Hydrographs Extension for AutoCAD® Civil 3D0 2018 by Autodesk, Inc. v12 Hyd. No. 3 Post basin Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 1 min Drainage area = 5.340 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.65 in Storm duration = 24 hrs Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 AM 0.00 1 I I 0 2 4 Hyd No. 3 I Thursday, 12126 / 2019 Peak discharge = 34.57 cfs Time to peak = 11.97 hrs Hyd. volume = 69,420 cult Curve number = 57 Hydraulic length = 0 ft Time of cone. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Post basin Hyd. No. 3 -- 100 Year Q (cfs) 35.00 30,00 25.00 20.00 15.00 i1101I11 5.00 I/ I I I i 1 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Hyd. No. 4 Basin routed Hydrograph type = Reservoir Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 3 - Post basin Reservoir name = Basin A Storage Indication method used. Exfiltration extracted from Outflow Basin routed Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Wednesday, 01 12912020 = 3.323 cfs 12.40 hrs = 21,417 cuft = 251.25 ft = 32,139 cuft Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 35.00 35.00 30.00 30,00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hyd No. 4 Hyd No. 3 11..1..I..1...1.;i...� Total storage used = 32,139 cuff SOIL REPORTS Southeastern Soil & Environmental Associates, Inc. P.O. Box 9321 Fayetteville, NC 28311 Phone/Fax (910) 822-4540 Email mike @southeasternsoil.corr. December 11, 2019 Mr. George Rose, PE PO Box 53441 Fayetteville, NC 28305 Re: Hydraulic conductivity (permeability) analysis & Seasonal High -Water Table determination (SHWT) for potential storniwater treatment/retention area, PIN 494660101007, Shultz Development, Fayetteville Road, Hoke County, North Carolina Dear Mr. Rose, An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at your request on the aforementioned property. The purpose of the investigation was to determine soil water table depths (SHWT) based on soil profiles. In addition; Ksat was to be provided at a depth of at least 2.0 feet above the SH WT elevation for use with stormwater retention basin design. Saturated hydraulic conductivity of the unsaturated zone was measured in a similar method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. - Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous Equations Approach for Measuring Hydraulic Conductivity." This consists of advancing a small diameter bore hole to a predetermined depth (typically 2 feet above SHWT). At this depth, a constant head (pressure) was established and maintained. Flow measurements were made at timed intervals after flow stabilized. Soils at the proposed basin site are most similar to the Bragg soil series (boring 1) and Candor soil series (boring 2; see attached boring logs). Two borings were advanced to at least 10.0 feet below the soil surface. Seasonal High -Water Table (SHWT) as determined by evidence of colors of chroma 2 or less (and/or concentrations of high redox mottles) was encountered at depths of 115 and 134 inches below the ground surface. Three compact constant head permeameter (CCHP) tests were conducted at depths of at least 2.0 feet above SHWT. The measured Ksat rates ranged between 0.30 and 7.42 cm/hr (equivalent to 0.12 to 2.92 inches/hour). SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGEIMOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN The attached map shows the location of the sample points. It should be noted that the reported SHWT does not necessarily reflect the elevation of static groundwater (due to variations in groundwater recharge rates, annual rainfall, drought conditions, etc.). The data presented in this report are limited by a number of considerations. The primary consideration is that soil formations can be highly variable. The soils found on this site can be subject to inclusions of other soil types, perched water, artesian conditions and/or layers of undulating low permeability clay seams. These and other soil conditions can have an effect on the steady state of groundwater flow. To the extent possible, we have identified the soil types that will impact the flow of groundwater, and have provided a professional opinion as to the depth of SHAVE I trust this is the information you require at this time. Sincerely, Mike Eaker NC Licensed Soil Scientist #1030 soil l. D. Southeastern Soil & Environmental Associates, Inc. P.O. Box 9321 Fayetteville, NO 28311 Phone/Fax (910) 822-4540 Email mike Qsoutheaslems0.com Measured Ksat Rates, Shultz Development, Fayetteville Road, Hoke County, NC Ksat Ksat Location Depth in em/hr in/hr 1 30 5.87 2.31 1 74 7.42 2.92 1 84 0.30 012 2 42 0.08 0.03 2 65 0.06 0.02 2 100 1.39 0.55 3 36 3.33 1.31 SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN Southeastern Soil & Environmental Associates, Inc. P.O. Box 9221 Fayetteville, NC 28311 Phone/Fax(910)822-4540 Email mike@southeasternsoil.com SHWT depths, Shultz development, Fayetteville Road, Hoke County, NC BORING SHWT DEPTH inches Observed Water (inches? 1 115 None 2 134 None 3 >9b None SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN Southeastern Soil & Environmental Associates, Inc. P.0, Box 9321 Fayetteville, NC 28311 Phone/Fax (910) 822-4540 Emaii mike 0southeastemsoil.com Soil Profile Description (Boring 1), Shultz Development, Fayetteville Road, Hoke County, NC This reap unit consists of well drained soils that formed from material of cutting and filling operations on uplands of the Coastal Plain. Slopes range from 0 to 1 percent. 0 to 24 inches; mixed sand and clay fill material. A - 24 to 37 inches; grayish brown (1 OYR 5/2) loamy sand; weak fine granular structure; very friable; common fine and few medium roots; abrupt smooth boundary. Cl - 37 to 78 inches; yellowish brown (1 OYR 5/8) loamy sand; very friable; weak fine granular structure; gradual wavy boundary. C2 - 78 to 87 inches; yellowish brown (I OYR 5/8) sandy clay Ioam; weak fine subangular blocky structure; firm; slightly sticky, slightly plastic; gradual wavy boundary. C3 - 87 to 99 inches; strong brown (7.5YR 6/8) sandy clay loam; common medium prominent gray (7.5YR 6/1) mottles; massive structure; firm; gradual wavy boundary. C4 - 99 to 115 inches; mixed yellowish brown (1 OYR 5/8) and red (2.5YR 4/8) sandy loath; very friable; massive structure; gradual diffuse boundary. C4 - 115 to 125 inches; mixed yellowish brown (1 OYR 5/8), red (2.5YR 4/8) and gray (I OYR 6/1) sandy clay; very firm; massive structure. SHWT @ 115 inches (I OYR 6/1) SOIL7SiTE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN Southeastern Soil & Environmental Associates, Inc. P.O. Box 9321 Fayetteville, NC 28311 Phone/Fax (910) 822-4540 Email mike@southeasternsoi[.com Soil Boring Log (Boring 2), Shultz Development, Fayetteville Road, Hoke County, NC This map unit consists of somewhat excessively drained soils that formed in sandy and loamy sediment on uplands. Slopes range from 0 to 2 percent. 0 to 10 inches; sandy fill A - 10 to 14 inches; grayish brown (l OYR 5/2) sand; weak fine granular structure; very friable; few fine roots; abrupt smooth boundary. E - 14 to 31 inches; light yellowish brown (2.5Y 6/4) loamy sand; weak fine granular structure; very friable; few fine roots; abrupt wavy boundary. Bt - 31 to 44 inches; yellowish brown (I OYR 5/8) sandy clay loath; weak fine subangular blocky structure; firm; gradual wavy boundary. E' - 44 to 74 inches; mixed yellowish brown (I OYR 5/8) and red (2.5YR 4/8) coarse loamy sand; massive structure; very friable; clear smooth boundary. B't- 74 to 108 inches; red (2.5YR 4/8) sandy loam; common medium prominent yellowish brown (10YR 5/8) mottles: massive structure; firm; clear smooth boundary. C1 - 108 to 134 inches; mixed yellowish brown (I OYR 5/8) and yellowish red (5YR 5/6) coarse sand; massive structure; very friable; gradual diffuse boundary. C2 - 134 to 140 inches; mixed yellowish brown (1 OYR 5/8), yellowish red (5YR 5/6) and light bray (1 OYR 7/2) coarse sand; massive structure; very friable. SHWT 134 inches (I OYR 7/2) SOILISIT£ EVALUATION • SOIL PHYSICAL ANALYSIS * LAND USEYSUBDIVISION PLANNING * WETLANDS GROUNDWATER DRAINAGE/MOUNDING * SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN -1 Zf'LIL M .. .......... i1i i4, I I J .... . ..... ....... .. .. . . .......... . a q-, IL USDA United States Department of Agriculture NRCS 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 Hoke County, North Carolina Ed Schultz property US 401 November 14, 2019 it Us Hw ,401 aA BfB • ter' djr r y C a B WaB fx V- 0 n m a) U O N a) 0 (n C O N 7 U y -0 a�i m m � @ - m v 3 N N @ p Ul m i N N 0 'C m N @ N 7 N a C O U C N AM'O ° L v m U m m U i O N E CU o N a n0- L = Y 2 Cn N N .N D Z @n. 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O N w i4 N O m a f I CL � m u m a` y Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BrB Bragg sandy loam, 1 to 4 percent slopes 2.5 24.4% CaB Candor sand, 1 to 8 percent slopes 6.1 59.7% Was Wagram loamy sand, 0 to 6 percent slopes 1,6 15.9% Totals for Area of Interest 10.2 100.0% 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 11 Custom Soil Resource Report landform segments that have similar use and management requirements. The 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. ror 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 Hoke County, North Carolina BrB—Bragg sandy loam, 1 to 4 percent slopes Map Unit Setting National map unit symbol: w751 Elevation: 160 to 660 feet Mean annual precipitation: 38 to 52 inches Mean annual air temperature: 61 to 70 degrees F Frost -free period: 210 to 245 days Farmland classification: Not prime farmland Map Unit Composition Bragg and similar soils: 85 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bragg Setting Landform: Low hills Landform position (two-dimensional): Summit Landform position (three-dimensional): Crest Down -slope shape: Linear Across -slope shape: Linear Parent material., Loamy mine spoil or earthy fill Typical profile Ap - 0 to 10 inches: sandy loam C1 - 10 to 30 inches: sandy clay loam C2 - 30 to 80 inches: sandy loam Properties and qualities Slope: 1 to 4 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Hydric soil rating. No 13 Custom Soil Resource Report CaB—Candor sand, 1 to 8 percent slopes Map Unit Setting National map unit symbol. w75q 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 Candor and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Candor Setting Landform: Ridges on marine terraces Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Crest Down -slope shape: Convex Across -slope shape: Convex Parent material. Sandy and loamy marine deposits and/or eolian sands Typical profile A - 0 to 8 inches: sand E - 8 to 26 inches: sand Bt - 26 to 38 inches: loamy sand E' - 38 to 62 inches: sand B't - 62 to 80 inches: sandy clay loam Properties and qualities Slope: 1 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: Dry Sandy Upland Woodland (F137XY001GA) Hydric soil rating: No 14 Custom Soil Resource Report WaB—Wagram loamy sand, U to 6 percent slopes Map Unit Setting National map unit symbol: w77w 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: Farmland of statewide importance Map Unit Composition Wagram and similar soils: 90 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wagram Setting Landform: Broad interstream divides on marine terraces, ridges on marine terraces Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Crest Down -slope shape: Convex Across -slope shape: Convex Parent material: Loamy marine deposits Typical profile Ap - 0 to 8 inches: loamy sand E - 8 to 24 inches: loamy sand Bt - 24 to 75 inches: sandy clay loam BC - 75 to 83 inches: sandy loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 inlhr) Depth to water table: About 60 to 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No 15 Custom Soil Resource Report Minor Components Bibb, undrained Percent of map unit: 3 percent Landform: Flood plains Landform position (two-dimensional): Toeslope Down -slope shape: Concave Across -slope shape: Linear Hydric soil rating: Yes Johnston, undrained Percent of map unit: 2 percent Landform: Flood plains Down -slope shape: Concave Across -slope shape: Linear Hydric soil rating: Yes 16