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Home My WebLink AboutSW6200401_03272020_scan_104524_20200619Stormwater Data For DSI PROPERTIES Cumberland County, NC Owner: DSI Properties, LLC r � r EAL = 31459 �� c; J `ems ��Y:YiiSIP�� 2 Prepared by: ENGINEERING - SURVEYING - DESIGNING - DRAFTING Larry King & Associates, R.L.S., P.A. P.O. Box 53787 1333 Morganton Road, Suite 201 Fayetteville, North Carolina 28305 P. (910) 483-4300 F. (910) 483-4052 www.LKandA.com NC Firm License #: C-0887 TABLE OF CONTENTS Stormwater Narrative SC-1 Simple Method for Calculating Treatment Runoff Volume SC-2 Time to Peak Calculations - Post -Development SC-3 Basin Volumes SC-4 Infiltration Drawdown Time SC-5 Pipe Calculations APPENDIX A Infil Basin Routing Calculations APPENDIX B Misc. Erosion Control Calculations APPENDIX C Site Maps APPENDIX D Soils Report APPENDIX E Site Deed APPENDIX F STORMWATER NARRATIVE The proposed high -density development project is a small commercial strip center in Cumberland County. The project is on less than 2 acres of land and is surrounded by a mobile home park and single-family homes. Stormwater discharge from the site will be directed tmvard an existing drainage ditch immediately adjacent to the property. Site runoff will be directed to a proposed infiltration basin. Site soil analysis show a infiltration rate of about 2 in/hr. The water quality volume for the 1" rainfall will draw down in 20.4 hours and fills the bottom of the basin about one foot in depth. The infiltration basin also provides additional storage below the overflow pipe. The additional volume will draw down completely in approximately69 hours. Soil bores were taken to a depth of twelve feet. The seasonal high water table was not encountered to that depth. Supporting calculations are attached. ENGINEERING - SURVEYING - DESIGNING - DRAFTING Larry King & Associates, R.L.S., P.A. P. (910) 483-4300 www.LKcindA.com F. (910) 483-4052 Stormwater Wet Pond_Design Criteria Project Name: P19-039 DSI Properties Cutlet: 1 Calculate Runoff Coefficient A= 1.60 acres Ai= 1.36 acres la= 0.85 Rv=0.05+0.9*la Rv= 0.82 68,691 sf Watershed area 54,528 sf Impervious area Impervious fraction Runoff Coefficient _Calculate Runoff Volume Required to be Controlled Rd= 1 in Design storm rainfall depth (typically 1" or 1.5") V=3630*Rd*Rv*A WQV= 4,734 cf Volume of runoff that must be 1.30 Ac in controlled for specified design storm SC-2 ENGI7Kn RING - SURVEYING - DESIGNINGi DRAFTING Larg 8 AssaCiates, .L.S., P.A. P. (910) 483-4300 www.LKandA.com F. (910) 483-4052 ti4 Time to Peak Calculations Project Name: P19-039 DSI Properties Outlet: 1 Calculate Time to Peak & Volume of Runoff Qp= 10.4 cfs DA= 1.6 acres Rational C= 1.85 P= 5.70 in (10yr/6hr storm) Cn=ab+cx"d a= 50.82581 b + x^d b= 1.461704 c= 165.6338 d= 1.350661 Cn= 121 x= Rational C S= -1.73 (1000/CN)-10 Q#= 8.48 in TP 56.60 min Volume of Runoff 00 Year Storm Vol=1.39 * Qp * Tp V ol= 49,232 cf HVdrograph Shale t°= 6 min Ascending limb= 9.43 Dscending limb= 15.75 SC-3 ENGINEERING - SURVEYING - DESIGNING - DRAFTING Larry King & Associates, R.L.S., P.A. P. (910) 483-4300 www.LKandA.com F. (910) 483-4052 Pond Volume Calculations Project Name: P19-039 DSI Properties Outlet: q Water Quality Volume Stage F-lev. tiff Contour Area Incr. Vol. Accum. Vol. (ft) (ft) (Sf) (cf) (cf) 107 0.0 1 4,600 0 0 108 1.0 5,284 4,942 4,942 Volume Below Overflow Stage ev, Diff Contour Area Incr. Vol. Accum. Vol. (ft) (ft) (Sf) (cf) (cf) 107 0.0 4,600 0 0 108 1.0 5,284 4,942 4,942 109 1.0 6,008 5,646 10,588 110 1.0 6,772 6,390 16,978 110.75 0.8 7,491 5,349 22,327 4734 SC-4 ENGINEERING - SURVEYING - DESIGNING - DRAFTING Larry King & Associates, R.L.S., P.A. P. (910) 483-4300 www.LKandA.com F. (910) 483-4052 Anti -Flotation Sizing Calculations Project Name: P19-039 DSI Properties Outlet: 1 Min. Surface Area Required for Infiltration System SA=FS*(DV*12) / (K+T) SA= Required Surface Area (sf) FA= Factor of Safety 2 DV= Design Volume (cf) K= Infiltration Rate T= P�1ax Dewatering Time (hrs 72 hr DA= 1.6 ac 68,691 sf Water Quality Volume Required (by Simple Method) VQV (DV)= 4,942 cf Ksat= 2 in/hr Surface Area Required to Achieve 3 Day Drawdown SA= 1603 sf Drawdown Time for WQV T= 20.4 hr SA= 5,284 sf Drawdown Time Below Overflow T= 68.7 hr SA= 7,575 sf DV= 22,327 cf SC-5 Appendix A CB1 TO CB 2.txt CB1 TO CB 2 Manning Pipe Calculator Given Input Data: Shape Circular Solving for ..................... Depth of Flora Diameter ......................... 15.0000 in Flowrate ........................ 0.4400 cfs Slope ........................... 0.0037 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 3.3894 in Area 1.2272 ft2 Wetted Area ............. 0.2079 ft2 Wetted Perimeter ................ 14.8609 in Perimeter ....................... 47.1239 in Velocity ........................ 2.1161 fps Hydraulic Radius ................ 2.0148 in Percent Full .................... 22.5958 Full flow Flowrate .............. 3.9293 cfs Full flow velocity .............. 3.2019 fps Page 1 CB2 TO CB3 CB2 TO CB3.txt Manning Pipe Calculator Given Input Data: Shape Circular Solving Tor ..................... Depth of Flow Diameter ........................ 15.0000 in Flowrate ........................ 1.8100 cfs Slope 0.0039 ft/ft Manning n ..................... 0.0130 Computed Results: Depth 7.0422 in Area ............................ 1.2272 ft2 Wetted Area 0.5659 ft2 Wetted Perimeter ................ 22.6457 in Perimeter ....................... 47.1239 in Velocity ........................ 3.1983 fps Hydraulic Radius ................ 3.5987 in Percent Full .................... 46.9479 Full flow Flowrate .............. 4.0341 cfs Full flow velocity .............. 3.2873 fps Page 1 CB3 TO CB4 CB3 TO CB4.txt Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 15.0000 in Flowrate ........................ 2.1800 cfs Slope ........................... 0.0039 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 7.8549 in Area ............................ 1.2272 ft2 Wetted Area 0.6505 ft2 Wetted Perimeter ................ 24.2720 in Perimeter ....................... 47.1239 in Velocity ........................ 3.3510 fps Hydraulic Radius ................ 3.8595 in Percent Full .................... 52.3660 Full flow Flowrate .............. 4.0341 cfs Full flow velocity .............. 3.2873 fps Page 1 CB4 TO CB5 CB4 TO CB5.txt Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 18.0000 in Flowrate ........................ 3.3600 cfs Slope ........................... 0.0035 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 9.4289 in Area ............................ 1.7671 ft2 Wetted Area ..................... 0.9372 ft2 Wetted Perimeter 29.1325 in Perimeter ....................... 56.5487 in Velocity 3.5853 fps Hydraulic Radius ................ 4.6324 in Percent Full .................... 52.3828 Full flow Flowrate .............. 6.2145 cfs Full flow velocity .............. 3.5167 fps Page 1 CB5 TO DI8.txt CB5 TO DI8 Manning Pipe Calculator Given Input Data: Shape Circular Solving for Depth of Flow Diameter 18.0000 in Flow rate 4.8500 cfs Slope ........................... 0.0042 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth 11.2286 in Area ............................ 1.7671 ft2 Wetted Area 1.1593 02 Wetted Perimeter ................ 32.7785 in Perimeter 56.5487 in Velocity ........................ 4.1836 fps Hydraulic Radius ................ 5.0929 in Percent Full .................... 62.3813 Full flow Flowrate .............. 6.8076 cfs Full flow velocity 3.8523 fps Critical Information Critical depth .................. Critical slope .................. Critical velocity ............... Critical area ................... Critical perimeter .............. Critical hydraulic radius ....... Critical top width .............. Specific energy ................. Minimum energy .................. Froude number ................... Flow condition ................... 10.1593 in 0.0057 ft/ft 4.7157 fps 1.0285 ft2 30.5929 in 4.8410 in 18.0000 in 1.2055 ft 1.2699 ft 0.8408 Subcritical Page 1 CB6 TO CB7 CB6 TO CB7.txt Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 15.0000 in Flowrate ........................ 1.5200 cfs Slope ........................... 0.0060 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth 5.6713 in Area 1.2272 ft2 Wetted Area 0.4250 ft2 Netted Perimeter ................ 19.8673 in Perimeter 47.1239 in Velocity 3.5764 fps Hydraulic Radius ................ 3.0805 in Percent Full .................... 37.8088 Full flow Flowrate .............. 5.0037 cfs Full flow velocity .............. 4.0774 fps Page 1 CB7 TO DI8.txt CB7 TO DI8 Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for Depth of Flow Diameter 15.0000 in Flowrate ........................ 2.5000 cfs Slope ........................... 0.0314 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 4.7620 in Area 1.2272 ft2 Wetted Area ..................... 0.3349 ft2 Wetted Perimeter ................ 17.9564 in Perimeter ....................... 47.1239 in Velocity ........................ 7.4659 fps Hydraulic Radius ................ 2.6853 in Percent Full .................... 31.7468 Full flow Flowrate .............. 11.4468 cfs Full flow velocity .............. 9.3277 fps Critical Information Critical depth 7.5969 in Critical slope .................. 0.0057 ft/ft Critical velocity ............... 4.0084 fps Critical area 0.6237 ft2 Critical perimeter .............. 23.7557 in Critical hydraulic radius ....... 3.7806 in Critical top width 15.0000 in Specific energy ................. 1.2631 ft Miniiriu[n energy 0.9496 ft Froude number ................... 2.4538 Flow condition .................. Supercritical Page 1 DI8 TO POND DI8 TO POND.txt Manning Pipe Calculator Given Input Data: Shape Circular Solving for ..................... Depth of Flow Diameter 24.0000 in Flowrate ........................ 7.5000 cfs Slope ........................... 0.0020 ft/ft Manning's n 0.0130 Computed Results: Depth ........................... 15.3830 in Area ............................ 3.1416 ft2 Wetted Area ..................... 2.1271 ft2 Wetted Perimeter ................ 44.5580 in Perimeter ....................... 75.3982 in Velocity ........................ 3.5260 fps Hydraulic Radius ................ 6.8741 in Percent Full .................... 64.0957 Full flow Flowrate .............. 10.1170 cfs Full flow velocity .............. 3.2204 fps Page 1 FES9 TO CB4 FES9 TO CB4.txt Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 15.0000 in Flowrate ........................ 0.3600 cfs Slope ........................... 0.0896 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 1.4205 in Area ............................ 1.2272 ft2 Wetted Area ..................... 0.0590 ft2 Wetted Perimeter ................ 9.3842 in Perimeter 47.1239 in Velocity ........................ 6.1062 fps Hydraulic Radius ................ 0.9047 in Percent Full .................... 9.4698 Full flow Flowrate .............. 19.3363 cfs Full flow velocity .............. 15.7566 fps Page 1 FES10 TO CB5 FES10 TO CB5.txt Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for Depth of Flow Diameter ........................ 15.0000 in Flowrate 0.5000 cfs Slope ........................... 0.0992 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 1.6212 in Area ............................ 1.2272 ft2 Wetted Area ..................... 0.0716 ft2 Wetted Perimeter ................ 10.0496 in Perimeter ....................... 47.1239 in Velocity ........................ 6.9855 fps Hydraulic Radius ................ 1.0256 in Percent Full .................... 10.8080 Full flow Flowrate .............. 20.3458 cfs Full flow velocity .............. 16.5792 fps Page 1 Appendix C User Input Data Calculated Value Reference Data Designed By: Checked By: Company: Project Name: Project No.: BAN, PE Date: Date: Larry King & Assoc. DSI Properties Site Location (City/Town) Hope Mills, NC Culvert Id. Pond Inlet (FES-11) Total Drainage Area (acres) 1.6 Step 1. Detemune the tailwater depth froin chanutel chasactensrtc-� belon, the pipe outlet for the design capacin• of the pipe If the trulxvatr•j depth is le„ than 1-ullf the outlet pipe diameter, it is classified nutututun tailwater condition If it is greater than half the pipe chwuetef it is classified nimuvt= condition. Pipes that otitlet onto Nrtde fiat areas n-tth no defined chatulel are assumed to have a niummun taihvarer condition unless reliable flood stage ele"'ation5 shots other%vise Outlet pipe diameter, Do (in.) Tailwater depth (in.) Minimum/Maximum tailwater? Discharge (cfs) Velocity (ft./s) 24 0 Min TW (Fig. 8.06a) 10 2.8 Step ?. Based on the tailmater conditions deteruiuied to Step I enter Figure 8_06a or Figure S 06b and deternitne d. riprap Size and ttnnimunt apron length (L., The d- Size is the inediau stone size z i a well -graded rtprap apron Step 3. Detenntne apron width at the pipe outlet the apron shape. and the apron width at the outlet end from the sane figure used to Step '. Minimum TW Figure 8.06- Riprap dso, (ft.) 0.4 Maximum TW Figure 8.06b 2/20/2020 Minimum apron length, La (ft.) 12 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 14 2 Step 4. Determine the nuaxiinuiii stone diameter d,Y a. 1 5 X d�A Minimum TW Max Stone Diameter, dmax (ft.) 0.6 Step 5. Deternune the apron thickiie5� Apron Thickness(ft.) Apron thickness = 1 5 x d_,,. Minimum TW 0.9 Maximum TW 0 Maximum TW 0 Step 6. Fit the riprap apron to the site by mak-mg it level for rile imutmiiuumimm length L, froiim Figure & 06a of Figwe S 06b Extend the apron farther dotsnstreaui and aloniz channel banks until stabilitn iy assured Keep the apron as straight a; possible and a-llipi it n-mtli the fiou of the receiving strewn Nfake an-.- necessary aligimment bends near the pipe outlet so that the entrance into the receiving streain is straight Some locations may require lining of the entire chaiumel cross section to assure stabilin- It niav be necessary to increase the size of riprap where protection of the channel side slopes is necess,uf- (Appel 8,0 1 Whete overcalls exist at Pipe ouitlets or fioxvs sue excessivea plunge pool should be considered see page S 06 S User Input Data Calculated Value Reference Data Designed By: JAN, PE Date: 2/20/2020 Checked By: Date: Company: Larry King & Assoc. Project Name: DSI Properties Project No.: Site Location (City/Town) Hope Mills, NC Culvert Id. Pond Inlet (FES-11) Total Drainage Area (acres) 1.6 'itep 1. Determine the tailwater depth froth chvuiel cllaiactenstic, below the pipe outlet for the design caprtcin, of the pipe If the trulwater depth is less th..w halt the outlet pipe di,tnreter. it is classified nmunitult taillvater condition If it is greater than half the pipe dutineter, it is classified ril-txuinmi condition. Pipes that otitlet onto Ivide fiat areas 1xith no defined chaiiiiel are assumed to have a tiluunitim tail%vater condition unless reliable flood stage elevatlon5 shoo- oth-r-wise Outlet pipe diameter, Do (in.) Taiiwater depth (in.) Minimum/Maximum tailwater? Discharge (cfs) Velocity (ft./s) 15 0 Min TW (Fig. 8.06a) 6.5 5.5 Step ?. Ba,ed oil the taily titer conditions deternuned in step 1 enter Figure 8.06a or Figure 8 06b and determuie d.,, riprap Size and ininimuni apron length (L,' The d 4ize is the inedian itolle size ni a Nvell-graded riprap apron Step 3. Determine apron width at the pipe outlet the apron shape. and the apron xvidth at the outlet end from the same figure used iii Step `. Minimum TW Figure 8.06a Riprap dso, (ft.) 0.2 Maximum TW Figure 8.06b Minimum apron length, La (ft.) g Apron width at pipe outlet (ft.) 3.75 3.75 Apron shape Apron width at outlet end (ft.) 9.25 1.25 Step 4. Deteritune the maxinium stone di.anieter dr,39 = 1 5 x d,,a Minimum TW Max Stone Diameter, dmax (ft.) 0.3 Step 5. Deternune the apron thickness Apron Thickness(ft.) Apron thickness = I F. x d_ _ Minimum TW 0.45 Maximum TW 0 Maximum TW 0 Step 6. Fit the ripiap apron to the site by tiv&-i ig it level for the niininitiiii length L, fi oin Fig-tue 8 06a or Figure S 06b Extetid the apron farther dots iistream and along chaiuiel banks mitil stabilitti i, assured Keep the apron ns straight as possible and .1115.n it \cith the fiot- of the receiving stream -M.tke ativ necesszuy alunnuent berids nrar the pipe Nutlet so that the entrance uito the receivaig stream n straight. Some locations may require linuig of the entire channel cross Section to a-ssare stabilin- It iii ty be iieeessan• to increase the size of riprap where protection of the cliannel side slopes is neces'x'trir S.Oi i %Nlere ati'erfalls exist at piPe outlets or flou-s are excessive a plunge pool should be considered +ee page 8 06.S Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) Curves may not be extrapolated, Figure 8.08a Design of outlet protection protection from .a round pipe flowing full, minimum tailwater condition (TW c 0.5 diameter), Re% I= 93 S.Of>.3 Appendix D tLLENTINEs RpV1 R_n�� cJ OV goc AHOSKIE DR 7 POSER RD x/ , -uy G�`�ESS Dft0�0v- Av0 sq�oF�ss �e _ n 59 s zra yr �i 30175 s DR GILCREST SAND f— L-\./ems,` TWIGGS CT coloni�- EARP CT al ��a Pp�b�'��C e` o.,��•.'P=�p� �0� \P L PRECISION Heights L7 !WOODINGrOry�G Q ,CkF�F f F e o SO ?' $mil �- ❑ J1y CORPORA N LINE DR } n O - s -150 MENSCER OR o' O -RI aslin RD a O 1` I J BRAX�Iy RD �, f� GALLBERRY FARMS TLE,ON DR P GEN l 175 ? . t O of r \17gJ \ ._ -• � . ��y of r C"IlUmrroI?rry 301ov, t,ki RUNNING FOX RD � n DSI Properties -Site Info Hope MOft 5� 215 f, jj tom' ` A*E% �� _ • I f r� 3� ALLTIERtGAnt('''4tN CI�LOMAL HEIGHT-- (HANCOCY. WX7 2/20/2020, 3:21:43 PM Parcels Address Buildings Street_Centedines Municipal Boundaries Fayetteville Hope Mills Spring Lake Eastover Falcon Godwin Linden Stedman a;:`T FM o*k AM lop "W O75 fT�] Y5 � CUM CO S[NWNG FUND COMh11TIEE Alf1 g r Jy Q — - - — Mr NEILL-ST S: C O LPN IIIL I SFIC4M kM CNEiLL aT] f 3 1L 313 - }I `1 jr y■ b 1:4,893 Wade 0 0.05 0.1 0.2 mi Hydropolygons i 0 " . . . I 0 0.075 0.15 0.3 km HydroPolygons Su bd ivis ions-M HPS CCGIS \ ESRI Chadotte CCGIS CCGIS DSI Properties -Soils ---- 211 .1 '' R a s- AIT i. � Sy It KeA VII C a9 lY ` A: Olt Lab Pg TR �� Pa 4 ' � r v + BaD r � ►� ,17 ----MCNFILL-ST 2/20/2020, 3:24:00 PM 1 *893 Parcels HydroPolygons w _ ExA FaB CT 0 0.05 0.1 0.2 mi Address HydroPdygons pa BuA FuB Ur �ii..i. Buildings Soils Gd8 BrB KaA DhA 0 0.075 0.15 0.3 km AaA Street_ Centerlines _ Re DpA DT BdB Municipal Boundaries WmB Le CaD KuB FaA Fayetteville TaB JT Na BdD KeA Hope Miffs = C@B AuA Va8 Mc Wn8 Spring Lake WaB LaB Gr CrB Ru Eastover GoA St Ch De Subdivisions -MAPS Falcon BaB _ NoB VgE LbB Godwin NoA VaD Dn Cf Linden Re Ly Ay8 Pt CCGIS 1 ESRI Charlotte CCGIS Stedman TR Co GdD Fc8 Wade SaD DgA Pg By DSI Properties -Zoning V _ R10 C2(P) CZ CUM CO r. EUMD COMMITME I.r.�- Hi'.L S -C3 r RR ALL AMC-RiCAt; ='P C OLO rr ll EfGHTS_(HAUCOCK 57.. f ,��I• ' C(P) CUD C3 2/20/2020, 3:25:08 PM Parcels Address Buildings Street Centedines Municipal Boundaries Fayetteville Hope Mills Spring Lake Eastover Falcon God win Linden Stedman R70 y HS5 P) C2(P) CZ. RR w C(P) "N(P) RR i' C{Pr }mil i C(P) RR CU C U_ 0?4IAL f :EIGH Ts lM CN EiL L S Tl 1:4.893 Wade 0 0,05 0.1 0.2 mi r�rT—i r r—' —I— HydroPolygons 0 0.075 0.15 0.3 km HydroPolygons Subdivisions-MHPS CCGIS \ ESRI Charlotte CCGIS CC Planning & City of Fay Planning ❑CCI.A, CSRi Appendix E Southeastern Soil & Environmental Associates, Inc. I.O. Hox 9321 Fayetteville, NC 28311 Phone/Fax (910) 822-4540 Email mike@southeasternsoil.com February 14, 2020 Mr. Lance King, PLS Larry King & Associates, RLS, PA 1333 Morganton Road, Suite 201 Fayetteville, NC 28305 Re: Hydraulic conductivity (permeability) analysis & seasonal water table determination (SHWT) for proposed stormwater retention/treatment areas, DSI Properties, 4732 US I lwy. 301 South. Hope Mills. North Carolina Dear Mr. King, An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at your request on portions of 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 2.0 feet above the SHWT 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 Kenansville soil series (see attached boring logs). Three borings were advanced to at least 12.0 feet below the soil surface. Seasonal High -Water Table (SHWT) as determined by evidence of colors of chroma 2 or less (andlor concentrations of high redox mottles) was not encountered within depths of 144 inches below the ground surface (see chart attached). SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION a DESIGN Three compact constant head permearneter (CCHP) tests were conducted at varying depths (at least 2.00 feet above the SHWT level). The measured Ksat rates ranged from 5.65 to 39.92 cm/hr (equivalent to 2.22 to 15.72 inches/hour). The attached map shows locations of the sample points as well as Ksat locations. 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 forniations 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 SHWT. I trust this is the information you require at this time. Sincerely, A4��— Mike Eaker NC Licensed Soil Scientist #1030 Southeastern Soil & Environmental Associates, Inc. P.O. Box 9321 Favetteville, NC 28311 Phone/Fax (910) 822-4540 Email mike@ southeasternsoil.corn SHWT depths, DSI Properties, 4732 US Hwy. 301 South, Hope Mills, NC BORING SHWT DEPTH(inches),Observed Water (inches) 185 >144 114 186 >144 132 187 >144 122 Observed seater is above SHWT. This is a temporary condition related to recent rainfall and landscape position (not SHWT; no redoximorphic features observed above 144 inches below ground surface). SOIL/SITE 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, INC 28311 Phone/Fax (910) 822-4540 Entail rnike@southeasternsoil.com Measured Ksat Rates, DSI Properties, 4732 US Hwy. 301 South, Hope Mills, NC Ksat Ksat Location Depth in emlhr in/lir 185 105 19.96 7.86 186 120 5.65 2.22 187 100 39.92 15.72 SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SUP,FACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN southeastern Soil & Environmental Associates Inc. P.O. Sox 9321 Fayetteville, NO 28311 Phona/Fax (91o) 822-454u Email mike6southeasternsoil.corn Soil Boring Log (185), DSI Properties, 4732 US Hwy, 301 South, Hope Mills, NC This map unit consists of well drained soils that formed in loamy, fluvial sediment along terraces of Rockfish Creek. Slopes range from 0 to 1 percent. A - 0 to 6 inches; dark yellowish brown (IOYR 3/4) loamy sand; weak fine granular structure; very friable; few fine roots; abrupt smooth boundary. E - 6 to 20 inches; yellowish brown (1 OYR 5/8) loamy sand; approximately 20% clean sand; weak fine granular structure; very friable; few fine roots; abrupt wavy boundary. Bt - 20 to 75 inches; yellowish brown (IOYR 5/8) to strong brown (7.5YR 5/8) sandy clay loam; weak fine subangular blocky structure; friable to finn; gradual wavy boundary. BC - 75 to 82 inches; brownish yellow (1 OYR 6/8) coarse sand; single grained; loose; very friable; gradual diffuse boundary. C - 82 to 144 inches; yellowish red (5YR 5/8) and brownish yellow (IOYR 6/8) coarse sand; massive structure; very friable. SHWT > 144 inches below ground surface SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING - WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN Southeastern Soil & Environmental Associates Inc. P.U. Box J321 Fayetteville, NC 28311 Phone/Fax (910) 822-4540 Email mike@southeasternsoil.com Soil Boring Log (186), DSI Properties, 4732 US Hwy. 301 South, Hope Mills, NC This map unit consists of well drained soils that formed in loamy, fluvial sediment along terraces of Rockfish Creek. Slopes range from 0 to 1 percent. A - 0 to 6 inches; dark yellowish brown 00YR 3/4) loamy sand; weak fine granular structure; very friable; few fine roots; abrupt smooth boundary. E - 6 to 20 inches; yellowish brown (IOYR 5/8) loamy sand; approximately 20% clean sand; weak fine granular structure; very friable; few fine roots; abrupt wavy boundary. Bt - 20 to 82 inches; light yellowish brown (2.5Y 7/6) sandy clay loam; weak fine subangular blocky structure; friable to firm; gradual wavy boundary. BC - 82 to 137 inches; strong brown (7.5YR 5/8) coarse loamy sand; single grained; loose; very friable; gradual diffuse boundary. C 1 - 137 to 142 inches; yellowish brown (10YR 5/8) fine sand; massive structure; very friable; gradual diffuse boundary. C2 - 142 to 146 inches; strong brown (7.5YR 5/8) coarse sand; massive structure; very friable. SHWT > 144 inches below ground surface SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN Southeastern Soil & Environmental Associates I P.O. Box 9321 Inc. Fayetteville, NC 28311 Phone/Fax (910) 822-4540 Email mike Osoutheasternsoil.corn Soil Boring Log (187), DSI Properties, 4732 US Hwy. 301 South, Hope Mills, NC This map unit consists of well drained soils that formed in loamy, fluvial sediment along terraces of Rockfish Creek. Slopes range from 0 to 1 percent. A - 0 to 6 inches; dark yellowish brown (I OYR 3/4) loamy sand; weak fine granular structure; very friable; few fine roots; abrupt smooth boundary. E - 6 to 20 inches; yellowish brown (1 OYR 5/8) loamy sand; approximately 20% clean sand; weak fine granular stnucture: very friable; few fine roots, abrupt wavy boundary. Bt - 20 to 42 inches; strong brown (7.5YR 5/6) sandy loam; weak fine granular structure; very friable; gradual wavy boundary. BC - 42 to 55 inches; strong brown (7.5YR 5/8) loamy sand; single grained; loose; very friable; gradual diffuse boundary. C1 - 55 to 83 inches; brownish yellow (I OYR 6/8) loamy sand; massive structure; very friable; gradual diffuse boundary. C2 - 83 to 130 inches; very pale brown (1 OYR 7/4) coarse sand; common medium prominent yellowish brown (1 OYR 5/8) mottles; single grained; loose; very friable; clear smooth boundary, C3 - 130 to 144 inches; strong brown (7.5YR 6/8) coarse sand; massive structure; very friable. SHWT > 144 inches below ground surface SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS • LAND USE/SUBDiVISION PLANNING • WETLANDS GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN EI x = Soil Boring/Ksat Location, DSI Property, 4732 US 301 Cumberland County, NC US State Plane 1983 North Carolina 3200 Scale 1:2,400 R021013A.SSF NAD 1983 (Conus) N 0 300.0 2/1312020 GPS Pathfinder°Office Feet �;�►Trimble. Appendix F K f 0 4 95 PG Q 83 7 FILED CUMBERLAND COUNTY NC J. LEE WARREN, JR. REGISTER OF DEEDS FILED May 06, 2019 AT 04:07:39 pm BOOK 10495 START PAGE 0837 END PAGE 0839 INSTRUMENT # 13099 RECORDING $26.00 EXCISE TAX $400.00 BLF Prepared By & Return '1'(I e Attorney SteNre Bunce revtn,�e Srt� „�, y14w dv File #47929-19 COVER SHEET FOR North Carolina General Warrants, Deed FROM Doris H. Bullock "Grantor" TO DSI Properties, LLC, a North Carolina Limited Liability Company "Grantee" OK10495 P00838 Prepared By and Return To: Attorney Steve Bunce File #47929-19 Revenue Stamps $400.00 Tax Pin Number: 0423-29-8217 NORTH CAROLINA GENERAL WARRANTY DEED CUMBERtAND COUNTY THIS DEED made and entered into this 10th day of April, 2019, by anti between Doris H. Bullock, unmarried, hereinafter called "Grantor," whose mailing address is807 W Carr Street, Dunn, NC 28334 and DSI Properties, LLC, a North Carolina Limited Liability Company, whose mailing address is 4830 Us Highway 301 S, Hope Mills, NC 28348, hereinafter called "Grantee". The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assign;=, and shall include the singular, plural, masculine, feminine, or neuter as required by context. W ITNESSETH: The Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple (with the exceptions hereinafter stated, if any), all the certain tract or parcel of land situated in the City of Hope Mills, Cumberland County, North Carolina, and more particularly described as follows: BEGINNING at the east margin of Houston Street and in the south margin of Gadsby Street and runs thence with the south edge of Godsby Street, which is 60 feet wide, North 67 degrees East,11.28 chains to a stake in the line of the Murphy 10 acre tract; thence as that line, South 31 degrees East,19.94 chains to a pine in a bay tailed Biggs corner; thence South 75 % degrees West, 8.89 chains to the middle of the Lumberton Road; thence with it, South 26 f-, degrees West, 7.22 chains to a stake in the east edge of Houston Street; thence as it, North 22 degrees West, 22.81 chains to the BEGINNING, containing 25 acres. Needles deciiaes North 4 degrees West, This is excepted from the operation of this deed three (3) acres sold by J. W. McFayden and wife, Hattie McFayden to Joseph W. Black end recorded in Book 431, Page 310, Public Records of Cumberland County. There is also excepted from the operation of this deed seven (7) acres sold by J. W. McFayden and wife, Hattie McFayden to William Leslie Hales, recorded in Book 453, Page 302, Public Records of Cumbelliand County. Excepting also from the above description those parcels, lots or tracts heretofore conveved from the above described land by J. H. Bledsoe and wife, Carrie E. Bledsoe and by Carrie E. Bledsoe, individually. Specifically included but not limited to those tracts described by deeds of record on Book 882, Page 231, Book 971, Page 233, Book 1159, Page 497, Book 2180, Page 605, Book 2626, Page 193 and Book 2626, Page 194. For history of title also see Book 10320, Page 650. The property conveyed by this deed includes all of the property identified with the 2018 Cumberland County Tax Parcel Number 0423-29-8217. Being the same property conveyed to Doris H. Bullock by deed recorded in Book 10320, Page 650. This property does not include the primary residence of the Grantor(s). OKI 0405 P60839 TO HAVE AND TO HOLD the aforesaid tract or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in fee simple. And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee simple; that title is marketable and free and clear of all enr;,Amarances, and that Grantor will :vairant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated, if any. l �'Ie to the property hereinabove described is subject to the following exceptions: a. County and/or Municipal Zoning Ordinances, Rules and Regulations. b. Restrictive Covenants, Easements and Rights of way of record. C. County Ad Valorem Taxes. IN "NITNESS WHEREOF, the Grantors have hereunto set their hands, the day and year first above written. Doris H- Bullock STATE OF NORTH CAROLINA COUNTY OF CUMBERLAND I, certify that the following person(s) appeared before me this day, each acknowledging to me that he or she signed the foregoing document for the purpose stated therein and in the capacity indicated: Doris H. Bullock. Date: .,,T ijill1l� P Signature of Notary Public ,.r;�,.• ,•� ; Donald S. Bunce nted Name of Notary Public t (N.P. SEAL My Commission Expires: 11/29/2022