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Home My WebLink AboutSW6231109_Soils/Geotechnical Report_20231127 dmov II � November 1, 2023 Dewberry 2610 Wycliff Road, Suite 140 Raleigh, North Carolina 28403 Attention: Mr. Zachary Eulo, PE via email: zeulo@dewberry.com Reference: Stormwater Soil Evaluation Report Duke Energy Barker Laydown Yard your email 5549 Braxton Road, Hope Mills, North Carolina S&ME Project No. 23050706 Dear Mr. Eulo: S&ME, Inc. (S&ME) has conducted a stormwater soil evaluation in general accordance with S&ME Proposal No. 20350706 dated October 18, 2023. Our evaluation was conducted to provide information for the design of a Stormwater Control Measure (SCM) and a Stormwater Management Permit Application to the North Carolina Department of Environmental Quality (NCDEQ)— Division of Energy, Minerals, & Land Resources (DEMLR) and/or local municipality.A soil scientist evaluated the soil conditions on October 27, 2023. Background Information We understand that the project consists of a laydown yard for Duke Energy that will require a proposed drainage ditch approximately 1,200 linear feet in length with a design width of 10-foot and a depth of 24 inches below existing ground surface. It was requested that S&ME perform stormwater soil evaluation services to provide information for the design of the required drainage ditch, and to assess whether the infiltration data would support a reduction in the width and possibly the depth of the required drainage ditch. The enclosed Figure 1 and Figure 2 depict the site boundary and requested hand auger boring locations on a US Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Cumberland County soil survey exhibit and US Geologic Survey(USGS) topographic exhibit respectively. The soils in the vicinity of the site are mapped as Rains soil series The Rains series consists of poorly drained, nearly level soils formed in Coastal Plain sediment that has a seasonal high water table (SHWT) at or near the surface. The stormwater soil evaluation was performed at three locations (SW-1 through SW-3) as shown on the attached Stormwater Soil Evaluation Exhibit (Figure 3). Our evaluation consisted of identifying and recording the soil morphological conditions, performing SHWT estimations, measuring the observed water table (OWT) and in-situ saturated hydraulic conductivity (Ksat)testing of the subsoil. S&ME, Inc.13201 Spring Forest Road I Raleigh, NC 27616 I p 919.872.2660 I www.smeinc.com Stormwater Soil Evaluation Report Duke Energy Barker Laydown Yard your email I I 5549 Braxton Road, Hope Mills, North Carolina S&ME Project No. 23050706 Findings SHWT Estimation and OWT Measurement S&ME estimated the SHWT by advancing hand auger borings at the three locations shown on the attached Figure 3 and evaluating the soil for evidence of SHWT influence. This evaluation involved looking at the actual moisture content in the soil and observing the matrix and mottle colors. Depending on the soil texture, the soil color will indicate processes that are driven by SHWT fluctuations, such as iron reduction and oxidation and organic matter staining. In addition, S&ME attempted to measure the OWT level below existing ground surface (EGS) at the indicated hand auger boring locations, however groundwater was not encountered. See Table 1 below and Figure 3 for the estimated depth to SHWT and measured depth to the OWT if applicable. Table 1 HAND AUGER SEASONAL HIGH WATER OBSERVED WATER BORING TABLE(SHWT) DEPTH TABLE(OWT) DEPTH LOCATION (inches/feet below EGS) (inches/feet below EGS) SW-1 14/ 1.2 >48/ >4.0 SW-2 10/0.8 >48/ >4.0 SW-3 12/ 1.0 >48/ >4.0 EGS: Existing Ground Surface Permeability/Hydraulic Conductivity Estimation The soil profile descriptions included on the attached Figure 3 show the soil morphological conditions including soil texture, structure, color, estimated United States Department of Agriculture (USDA) permeability and estimated USDA hydraulic conductivity(Ksat) for the different soil horizons found on-site. Please refer to the enclosed map and soil profile descriptions on Figure 3 for more information.These estimates were obtained from one or more of the following: Cumberland County Soil Survey "Physical &Chemical Properties of the Soil - Permeability"; and/or USDA-NRCS (United States Department of Agriculture - Natural Resource Conservation Service) official series description, and/or"NRCS Field Book for Describing &Sampling Soils" the permeability estimates were converted to conductivity on the profile description tables. In-situ Ksat Testing In addition to the USDA permeability and conductivity estimations mentioned above, S&ME performed in-situ Ksat testing at the three hand auger boring locations (SW-1 through SW-3) as shown on Figure 3 at a depth of 2- feet below EGS. November 1, 2023 2 Stormwater Soil Evaluation Report Duke Energy Barker Laydown Yard your email I I1111 5549 Braxton Road, Hope Mills, North Carolina S&ME Project No. 23050706 In-situ Ksat measurements were conducted with an Amoozemeter® compact constant-head permeameter(CCHP). Specifically, the constant-head well permeameter technique (also known as shallow well pump-in technique and bore hole permeameter method) was used. This procedure is described in Methods of Soil Analysis, Part 1., Chapter 29— Hydraulic Conductivity of Saturated Soils: Field Methods, 29—3.2 Shallow Well Pump In Method, pp. 758-763 and in the Soil Science Society of America Journal, Vol. 53, no. 5, Sept. —Oct. 1989, "A Constant-head 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." In brief, this method involves allowing a measured volume of water to percolate through the soil until a steady rate of flow is achieved. This final rate was used to calculate the Ksat of the subsoil horizon by the Glover equation. The hand auger borings used for Ksat testing were advanced below the EGS using a hand auger equipped with a two-inch diameter bucket.The water dissipating unit was lowered to the bottom of the hole and water was dispensed from the Amoozemeter®.The water was allowed to move through the unit until steady-state flow was achieved and completely drained for one or more cycles and on the final cycle flow rates were recorded. The reported measurements were averaged to achieve a representative Ksat values for each testing location. The Ksat values measured in-situ for locations SW-1 through SW-3 are summarized on Table 2 below. The individual Ksat test records are included in Appendix I. Site photographs are included in Appendix II. Table 2: Ksat Testing Results KSAT TEST TEST HORIZON/ KSAT TESTING MEASURED LOCATION SOIL TEXTURE DEPTH FROM EGS KSAT RATE (inches/feet) (inches per hour) SW-1 Fill/Clay 24/2.0 0.02 SW-2 Fill/Clay 24/2.0 0.03 SW-3 Fill/Sandy Clay 24/2.0 0.06 EGS: Existing Ground Surface Application of Findings Data presented in this report are based on materials encountered at the hand auger boring locations only. Conditions may vary between hand auger boring locations and in other areas of the proposed ditch. The reported depths are based upon the ground surface locations of the borings at the time of our evaluation. November 1, 2023 3 g Stormwater Soil Evaluation Report III Duke Energy Barker Laydown Yard your email I IIIIF5549 Braxton Road, Hope Mills, North Carolina S&ME Project No. 23050706 Closing S&ME appreciates the opportunity to provide soil evaluation services for this project. If you have any questions please contact Walter Cole at 919-872-2660 or wcole@smeinc.com. Sincerely, S&ME, Inc. �9 SOIL sc ��iO�pLTFR >e l. gRif S',m -1 o 1267 P.1/4„O� NORTH • /' Walter Cole, LSS, REHS Thomas P. Raymond, PE Senior Project Manager Senior Reviewer Enclosed: Figure 1: USDA-SCS Cumberland County Soil Survey Exhibit Figure 2: USGS Topographic Exhibit Figure 3: Stormwater Soil Evaluation Exhibit Appendix I: Ksat Test Records Appendix II: Site Photographs November 1, 2023 4 Figures -, - r F• - ill- I.. ., , —- 2 to 6 percent,N es - -Ir r* *, i 4 - Wagram loamy +.% li ' ' \ sand,0 to 6 w percent slopes ihk r / t}�. r , • 10 t 04 T *'' 1♦♦1 ♦♦♦ • ♦ yV • ♦11♦4 ♦♦♦♦ ..1 6\J�r. 4 . ♦::♦ ,fix t"'`aV' 1 fl: r ram` if- ; ♦♦♦ •., ♦♦♦ / r_1 ft lkir ♦ v 4`� Rains sandy '� 0 � ////// ` '� ' '`•4 loam,0 to 21. r / ••„,, percent slopes .� t. 'F . -, 0:" 10,1 or,' 4•• */ ei .7 / 1,. - ••• o •.�. ♦♦♦••• .... n ♦ • ri' 44 ♦1i• y ♦ f •ate +` - ��P`` �'' r" " p _, CiC , : '17,, r . a.* *_ ,-," (-- 9.11,10. ' � r ,/' 1r, �I A- ' •� may, 4 • tall...; �e,C , �` e� 111. / s gy, OFF ,, \+ :' 0• . C-i 150 300 /r N Zy '# .' r.i,- • � FEET y r. ,g'. 0 REFERENCE: Or '• q,') ----' Access o• GIS BASE LAYERS WERE OBTAINED FROM THE 2023 DURHAM COUNTY NEARMAP AERIAL "' IMAGERY AND THE USDA-NRCS SOIL SURVEY AREA NC051 GEODATABASE. THIS MAP IS , ,,, Proposed Ditch t FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE / �}'k Project LOD a APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED 2 • OTHERWISE. • • / Soil Map Unit SCALE: FIGURE NO. iII USDA-NRCS SOIL SURVEY EXHIBIT 1 " = 150 ' DATE: I I -- DUKE ENERGY BARKER LAYDOWN YARD 10-17-23 1 5549 BRAXTON ROAD PROJECT NUMBER HOPE MILLS, CUMBERLAND COUNTY, NORTH CAROLINA TBD -, N' ree4. _ • 11 r ... 1 N. r 4 t t 6EN'LEM 4 +• o• Y „M 111. 1: M • r M • AP APAPAPAr AP AP APr <ffli P 4. Z. p 2 ,) o v Q Epp 0 1�E� v2 `�'c,../ _ c 11 ?\4v a V� �C� w • Gallberry r Farm Elem Sch 0 500 1,000 "' — (FEET) o - 0 a REFERENCE: GIS BASE LAYERS WERE OBTAINED FROM THE USGS NATIONAL TOPO MAP VIEWER. THIS " Access Y MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE Proposed Ditch o APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED 3 OTHERWISE. Project LOD 0 SCALE: FIGURE NO. iII USGS TOPOGRAPHIC EXHIBIT 1 " = 500 ' DATE: I I -- DUKE ENERGY BARKER LAYDOWN YARD 10-17-23 2 5549 BRAXTON ROAD PROJECT NUMBER \ HOPE MILLS, CUMBERLAND COUNTY, NORTH CAROLINA TBD ' i' ` • Soil Profile Descriptions evi; `♦`4 . V • • ► ' Boring SW-1 dir _ ♦ ♦ . Z 1, & s ♦♦♦♦ * ..1Tw S. ♦ ♦, S&NE Project Number:23050706 Boring Date:October 27,2023 Landscape Position:Rat II ' `♦♦` s '' \ Color USDA USDA - r ,�♦��'•.. Estimated Estimated III • - t*, ;:4 Depth Moist Permeability Conductivity I ' - r r ♦♦ ♦ Horizon (in) (Matrix) (Mottles) Texture Grade Structure Consistence Notes (in/hr) (in/hr) : a `•4♦4. A 0-14 10YR 2/1 sloamy w eak granular very friable 2-6 1.4-14 ' ♦�►• ♦♦` ♦ measured at •.,••♦ ♦♦♦♦♦ Btg1 14-28 10YR3/2 clay weak subangular firm 24 inches 0.02 •••,•• ♦ ♦ blocky below EGS • •:••• • ♦♦` subangular . - •:..•• ♦,♦;♦ Btg2 28-38 2.5Y 6/1 10YR 7/8 clay weak blocky firm 0.06-0.2 0.014-0.14 ••••• ` • sandy subangular • ♦ ` Btg3 38-48+ 5Y 6/1 weak firm 0.06-0.2 0.014-0.14 •: •• ♦,�♦ gclay blocky ••••• ♦` ♦ Estimated SHWT depth from EGS: 14 inches (1.2 feet) •••• ♦` ••••• ♦♦ ♦ Measured OWi depth from EGS: >48 inches (>4.0 feet) • •• ,•• ♦♦♦'♦ Boring SW-2 ••'• ` •1 •:•♦• ♦♦`♦ •1 S&IvE Project Number:23050706 Boring Date:October 27,2023 Landscape Position:Flat 1-1 Q •�••• ►� + Color USDA USDA z • - ••��•• ♦♦ ♦ Estimated Estimated Q •••*• •*::** Depth Moist Permeability Conductivity ••0,�• ♦♦•:♦ -- - - Horizon (in) (Matrix) (Mottles) Texture Grade Structure Consistence Notes (in/hr) (in/hr) X Q • ♦ W 0 o •;•�•• ••♦�:•♦ A 0-10 10YR2/1 sandy weak granular very friable 2-6 1.4-14 Q = •000•• •♦'•♦• . •• sandy subangular �( } • • ♦ Btg1 10-18 10YR 3/1 weak friable 0.6-2 0.14-1.4 C, •••;• •♦••• clay loam blocky 1••1 z Q •••• ♦ ♦•• measured at Ci •♦ • ♦ ♦♦ ,.-1 subangular Q z w •�••• ♦•♦♦ .f' Btg2 18-36 10YR5/1 10YR5/6 clay weak firm 24 inches 0.03 0 • ••;;•• •♦:•♦♦ RJR blocky below EGS 0 Q - •••• ♦ ♦•• - sandy subangular } Z •••• • ♦ - Btg3 36-48+ 2.5Y 6/1 weak firm 0.06-0.2 0.014-0.14 I� Q Y, • ••• •• •••♦•• clay blocky J z D o SW-3 •••• ♦ ♦♦♦• • Estimated SHWT depth from EGS: 10 inches (0.8 feet) d' 0 Q I\ ♦•�•• •♦ •♦•• Measured OWT depth from EGS: >48 inches (>4.0 feet) Lu U W Y w ♦i ♦ ♦• ♦ Boring SW-3 1-1 3 SW•�• m Q -1• 0 } GI o ♦♦♦ •♦�••♦ ® r - S&IvERojectNumber:23050706 Boring Date:October27,2023 Landscape Position:Rat ,��// CL m ♦♦♦ • ♦ •♦♦ • Color USDA USDA 1�1 Lu Lr1 2 ♦ W z o ♦��♦ ♦�••♦ '' lik Estimated Estimated W > •♦♦ •♦•♦♦ Depth Moist Permeability Conductivity U LU w ♦;♦, ♦♦�♦�• NOV''‘ 4 Horizon (in) (Matrix) (Mottles) Texture Grade Structure Consistence Notes (in/hr) (in/hr) • LA z `♦♦ •4 •♦••♦ A 0-12 10YR2/1 sandy weak granular very friable 2-6 1.4-14 J ♦�i •♦♦ P\V loam 1��1I 0 ♦4♦ ••••• qQ measured at r I /1 2 ♦♦♦• •♦♦♦• Bt 1 12-24 10YR3/1 sandy weak subangular friable 24 inches 0.06 g _ ♦• LU ;,♦ •♦•♦•♦ �� g clay loam blocky below EGS O d V �." �"O� ♦i♦ ••♦•♦ v P sandy subangular �.-I Q •o ♦4; ••♦•♦ • A. etg2 24-40 10YR 5/1 10YR 5/6 clay weak blocky firm 0.06-0.2 0.014-0.14 _ > ♦� ♦•♦:• \ sandy subangular ♦ • ♦ ♦ Btg3 40-48+ 2.5Y 6/1 weak friable 0.6-2 0.14-1.4 f .y ♦�i♦ ••♦•• # -` clay loam blocky v • \ - lik ♦� •••♦• .,' \ Estimated SHWT depth from EGS: 12 inches (1.0 feet) zs \ ♦♦♦ •♦•• 0, Measured OWr depth from EGS: >48 inches (>4.0 feet) i 14 • 121 I �\ycQ ' SW-2 w A a r•- N, . 0 N ' , " �, SCALE: y r7 C� , f litt\A. . DATE: s1111"( \ y• o #� F 10 31 23 �s i �� G,r 'k�, PROJECT NUMBER �► FaTe d ® Hand Auger Boring Location 23050706 REFERENCE: % ' ' P 2 - Foot Contours ~ GIS BASE LAYERS WERE OBTAINED FROM the 2021 NCONEMAP AERIAL ORTHOIMAGERY 41 4y , FIGURE NO. LAYER AND THE 2007 NCDOT LIDAR CONTOUR DATASET. THIS MAP IS FOR r, f , ---- Access \INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE 0 100 200t`f �, APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED 9 Al' ? . Proposed Ditch 6 OTHERWISE. � (FEET) '' - • • Project LOD �� . it \ ' , .� Appendix I: Ksat Test Records S&ME "IN-SITU" CONSTANT HEAD PERMEAMETER Date: 10/27/2023 Hole Depth: 2.00 Feet Location: SW-1 Hole Radius(r): 0.08 Feet Horizon: 24 inches below exisitng ground surface Bubble Tube to Surface: 0.25 Feet Client: Dewberry Reference Tube to Hole Bottom(D): 2.25 Feet Project Name: DEP Barker Laydown Yard Water Depth in Hole(H): 0.50 Feet Project#: 23050706 CHT Tube(s)Setting(hi): 1.75 Feet Chamber Used: 0.02 V Ft2 Ksat=CQ/(2PiH2) Initial Water in Hole: 0.50 Feet Final Water in Hole: 0.50 Feet C=sink 1(H/r)-[(r/H)2+111/2+r/H sinh-1=inverse hyperbolic sin of a number H=Height of water in hole(cm) Laydown Yard barker =Cross Sectional Area of Reservior x Length of Drop in Water Column over Time Time Drop in Water Column(ft) Time(min)= r= 0.08 ft (ft) (cm) 10 H= 0.50 ft 0-10 min. 0.026 0.80 10-20 min. 0.016 0.50 20-30 min. 0.007 0.20 30-40 min. 0.016 0.50 40-50 min. 0.016 0.50 C= 1.64 50-60 min. 0.020 0.60 Q= 0.29 Gallons/Day 60-70 min. 0.013 0.40 70-80 min. 0.013 0.40 80-90 min. 0.013 0.40 90-100 min. 0.013 0.40 Avg. 0.013 Cross Sectional Area= 0.02 ft2 Length of Drop in Water Column= 1.81 ft/day Ksat = 0.31 Gallons/Day/ft2 Inches/Hour= 0.020 Note: Ksat calculations are based on average drop in Water Column(ft)after equilibrium is reached. T:\Raleigh-1050\Projects\2023\23050706_Dewberry_Duke Energy Barker Laydown Hope Mills NC\ENV\Project Docs\Reports\Ksat data.xls 11/1/2023 S&ME "IN-SITU" CONSTANT HEAD PERMEAMETER Date: 10/27/2023 Hole Depth: 2.00 Feet Location: SW-2 Hole Radius(r): 0.08 Feet Horizon: 24 inches below exisitng ground surface Bubble Tube to Surface: 0.25 Feet Client: Dewberry Reference Tube to Hole Bottom(D): 2.25 Feet Project Name: DEP Barker Laydown Yard Water Depth in Hole(H): 0.50 Feet Project#: 23050706 CHT Tube(s)Setting(hi): 1.75 Feet Chamber Used: 0•11 V Ft2 Ksat=CQ/(2PiH2) Initial Water in Hole: 0.50 Feet Final Water in Hole: 0.50 Feet C=sink 1(H/r)-[(r/H)2+111/2+r/H sinh-1=inverse hyperbolic sin of a number H=Height of water in hole(cm) Laydown Yard barker =Cross Sectional Area of Reservior x Length of Drop in Water Column over Time Time Drop in Water Column(ft) Time(min)= r= 0.08 ft (ft) (cm) 10 H= 0.50 ft 0-10 min. 0.010 0.30 10-20 min. 0.007 0.20 20-30 min. 0.010 0.30 30-40 min. 0.010 0.30 40-50 min. 0.007 0.20 C= 1.64 50-60 min. 0.003 0.10 Q= 0.38 Gallons/Day 60-70 min. 0.003 0.10 70-80 min. 0.003 0.10 80-90 min. 0.003 0.10 90-100 min. 0.003 0.10 Avg. 0.003 Cross Sectional Area= 0.11 ft2 Length of Drop in Water Column= 0.45 ft/day Ksat = 0.40 Gallons/Day/ft2 Inches/Hour= 0.027 Note: Ksat calculations are based on average drop in Water Column(ft)after equilibrium is reached. T:\Raleigh-1050\Projects\2023\23050706_Dewberry_Duke Energy Barker Laydown Hope Mills NC\ENV\Project Docs\Reports\Ksat data.xls 11/1/2023 S&ME "IN-SITU" CONSTANT HEAD PERMEAMETER Date: 10/27/2023 Hole Depth: 2.00 Feet Location: SW-3 Hole Radius(r): 0.08 Feet Horizon: 24 inches below exisitng ground surface Bubble Tube to Surface: 0.25 Feet Client: Dewberry Reference Tube to Hole Bottom(D): 2.25 Feet Project Name: DEP Barker Laydown Yard Water Depth in Hole(H): 0.50 Feet Project#: 23050706 CHT Tube(s)Setting(hi): 1.75 Feet Chamber Used: 011 V Ft2 Ksat=CQ/(2PiH2) Initial Water in Hole: 0.50 Feet Final Water in Hole: 0.60 Feet C=sink 1(H/r)-[(r/H)2+111/2+r/H sinh-1=inverse hyperbolic sin of a number H=Height of water in hole(cm) Laydown Yard barker =Cross Sectional Area of Reservior x Length of Drop in Water Column over Time Time Drop in Water Column(ft) Time(min)= r= 0.08 ft (ft) (cm) 10 H= 0.60 ft 0-10 min. 0.016 0.50 10-20 min. 0.020 0.60 20-30 min. 0.013 0.40 30-40 min. 0.016 0.50 40-50 min. 0.016 0.50 C= 1.80 50-60 min. 0.010 0.30 Q= 1.15 Gallons/Day 60-70 min. 0.013 0.40 70-80 min. 0.010 0.30 80-90 min. 0.010 0.30 90-100 min. 0.010 0.30 Avg. 0.010 Cross Sectional Area= 0.11 ft2 Length of Drop in Water Column= 1.36 ft/day Ksat = 0.92 Gallons/Day/ft2 Inches/Hour= 0.061 Note: Ksat calculations are based on average drop in Water Column(ft)after equilibrium is reached. 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''2_,' q�3 �4�'! A ram g. '° ' 7• ,- L H 'a . ;4. `r1 ti"i l`4S w ). m 5 , ' a '€ � J,."t 'r.J.^ r^' 3 CLJdnH'CE4�z`"¢xY' NY` ' S,,`�+ .; 'N.': i .'{ ,:y,.' r S 1 .ta... ..W, `,M 3 iew of hand auger boring/Ksat test location SW-3. 4 iew of soil typical of the subsurface conditions where Ksat esting was performed at locations SW 1 through SW 3.Soil had a texture of clay or sandy clay,and had SHWT mottling. Duke Energy Barker Laydown Yard — Drainage Ditch S&ME Project No. 23050706 I ( — 5549 Braxton Road Taken by:W.Cole Date Taken:— 10/27/2017 Hope Mills, North Carolina