SINCE 1959 SITE NARRATIVE Major Site Plan Application Lot 18 Harbinger Park Powells Point, Currituck County, North Carolina Prepared For: Richard M No

SINCE 1959 SITE NARRATIVE Major Site Plan Application Lot 18 Harbinger Park Powells Point, Currituck County, North Carolina Prepared For: Richard M Norris & Brooke R Norris 101 Baker Ave. Kill Devil Hills, NC 27948 Prepared By: Quible & Associates, P.C. Engineering Environmental Sciences Surveying Planning PO Drawer 870 Kitty Hawk, North Carolina 27949 (252) 491-8147 FAX (252) 491-8146 Quible.com Project Number P18029 June 28, 2018

Table of Contents Overview... 2 Access... 2 Parking... 2 Stormwater Management Plan... 2 Utilities... 4 Buffers and Site Landscaping... 4 Appendices Appendix A Drainage Area Exhibits Appendix B Stormwater Calculations and Hydrographs (Hydraflow Model Report) Appendix C Hydraulic Conductivity Memo, dated June 27, 2018 Appendix D NRCS Soils Report P.O. Drawer 870 Kitty Hawk, NC 27949 Telephone (252) 491-8147 Fax (252) 491-8146 1

Lot 18 Harbinger Park June 28, 2018 Site Narrative OVERVIEW ACCESS PARKING The subject property is located at 109 Harbinger Ct. in Powells Point, Currituck County, North Carolina. The property is zoned Light Industrial (LI) and a portion of the property currently has an existing use related to vehicular storage. The site development proposes the construction of a 2,400 sq. ft. warehouse, and associated utilities, gravel drive with gravel and concrete parking area, concrete driveway apron, and associated stormwater control measures. The proposed warehouse will be accessed from Harbinger Court, with a right of way belonging to NCDOT. An NCDOT Encroachment Agreement, and an NCDOT Street and Driveway Access Permit are being applied for, and copies of the applications are included with the major site plan submittal. A concrete driveway apron is being proposed for a distance of 15 feet from the edge of pavement, and a 20 feet wide gravel driveway is proposed to access the building. Site triangles (20 ft. by 20 ft.) are demonstrated on the site plan at the proposed access. Based on a warehouse use (1 parking space per 2,500 sq. ft.), the proposed 2,400 sq. ft. warehouse will require one parking space. Two parking spaces are proposed, one 10 ft. by 18 ft. gravel parking space, and one 8 ft. by 18 ft. van accessible concrete ADA parking space with associated 8 ft. by 18 ft. loading zone. STORMWATER MANAGEMENT PLAN Stormwater runoff from the proposed development shall be managed through two infiltration basins located toward the front of the site. Each infiltration basin has a bottom elevation of 8.0 feet, and an overflow elevation of 9.5 feet. Based on the results of the slug test, summarized in the hydraulic conductivity memo, dated June 27, 2018 (see Appendix C), saturated hydraulic conductivity values can be expected at 10.99 inches per hour, and 8.42 inches per hour. The depth to seasonal high water table was observed at approximately 42 inches below ground surface. Roof drains shall be incorporated to direct runoff from the proposed warehouse to the proposed infiltration basins. Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 was used in calculating stormwater runoff hydrographs for pre-development and postdevelopment drainage areas, and for routing the post-development hydrographs through the proposed infiltration basins, and this report is included in Appendix B. Pre-Development: The pre-development drainage area was delineated and is included in the Pre- Developed Drainage Area Exhibit (Appendix A). The Pre-Developed Drainage Area (DA-1) was calculated to have an area of 37,189 sq. ft. (0.85 acres). In determining the P.O. Drawer 870 Kitty Hawk, NC 27949 Telephone (252) 491-8147 Fax (252) 491-8146 2

Lot 18 Harbinger Park June 28, 2018 Site Narrative rational method runoff hydrograph for DA-1, a runoff coefficient of 0.20 for a wooded condition was used. The 2-year Pre-Developed peak flow in a wooded condition for DA- 1 was calculated to be 0.496 cubic feet per second (cfs). Post Development: The post-development drainage areas were delineated and are included in the Post- Developed Drainage Area Exhibit (Appendix A). DA-1A and DA-1B include impervious areas from the proposed development, while DA-1C includes the residual drainage area from the pre-developed DA-1. DA-1A has an area of 3,868 sq. ft. (0.089 acres) and a weighted runoff coefficient of 0.69. DA-1B has an area of 3,823 sq. ft. (0.088 acres) and a weighted runoff coefficient of 0.64. The residual drainage area, DA-1C has an area of 29,498 sq. ft. (0.68 acres), and the runoff coefficient for DA-1C was maintained at the determined pre-developed, wooded condition of 0.20, because the proposed improvements are located within DA-1A and DA-1B, with the exception of the driveway entrance. Prior to routing through the infiltration basins, the 5-year Post-Developed peak flow for DA-1A was calculated to be 0.441 cfs, and for DA-1B was calculated to be 0.404 cfs. Routing: The 5-year post-developed hydrographs for DA-1A and DA-1B were routed through their respective infiltration basins, with an infiltration rate set at 8 inches per hour, and for both drainage areas, the peak discharge from each infiltration basin was 0.0 cfs. In the infiltration basin serving DA-1A, the maximum water surface elevation during the 5-year storm was 8.71 feet. In the infiltration basin serving DA-1B, the maximum water surface elevation during the 5-year storm was 8.33 feet. Conclusion: The proposed infiltration basins serving post-developed drainage areas DA-1A and DA- 1B are capable of storing and infiltrating the entire 5-year post-developed storm runoff volume, without discharging the runoff over the overflow weir. The peak runoff in pre and post development may be summarized as follows: Peak Runoff, cfs Pre-Development: DA-1 2-YR Wooded 0.496 Total = 0.496 Post-Development: DA-1A 5-YR 0.000 DA-1B 5-YR 0.000 DA-1C 2-YR Wooded 0.367 Total = 0.367 The comparison above illustrates the results of a stormwater management plan that routes the 5-year post-developed storm runoff back to a value less than the 2-year predeveloped wooded conditions for the project area. P.O. Drawer 870 Kitty Hawk, NC 27949 Telephone (252) 491-8147 Fax (252) 491-8146 3

Lot 18 Harbinger Park June 28, 2018 Site Narrative UTILITIES The site is proposed to receive water service by way of connecting to the Currituck County water main along Park Drive. The proposed water service and associated tap shall be installed per Currituck County standard water specifications and details. Wastewater is proposed to be managed on-site by way of a conventional trench septic system with a 100% repair area. The design flow of the wastewater system was determined based on a factory use at 25 gallons per day per employee, with 4 employees assumed, for a total flow of 100 gallons per day; however, a minimum design flow of 240 gallons per day was used as the design flow. An Albemarle Regional Health Services Site Evaluation/Improvement Permit for Wastewater System is being applied for, and a copy of the application is included with the major site plan submittal. BUFFERS AND SITE LANDSCAPING The surrounding adjoining properties are also zoned Light Industrial (LI), and therefore landscape buffers along property lines are not required. Building façade landscaping, and vehicular use landscaping have been provided on the site plan. Due to the nature of the existing trees on-site, the required 2 ACI canopy tree is proposed to be designated as an existing tree on-site by the Contractor. P.O. Drawer 870 Kitty Hawk, NC 27949 Telephone (252) 491-8147 Fax (252) 491-8146 4

Appendices

Appendix A Drainage Area Exhibits

Appendix B Stormwater Calculations and Hydrographs (Hydraflow Model Report)

Hydraflow Table of Contents P18029-Lot18HarbingerPark.gpw Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Watershed Model Schematic... 1 Hydrograph Return Period Recap... 2 2 - Year Summary Report... 3 Hydrograph Reports... 4 Hydrograph No. 1, Rational, DA-1C Post-Dev Wooded... 4 TR-55 Tc Worksheet... 5 Hydrograph No. 2, Rational, DA-1A Post-Dev... 6 Hydrograph No. 3, Rational, DA-1B Post-Dev... 7 Hydrograph No. 4, Reservoir, DA-1A to Inf. Basin A... 8 Pond Report - Inf. Basin A... 9 Hydrograph No. 5, Rational, DA-1 Pre-Dev Wooded... 10 TR-55 Tc Worksheet... 11 Hydrograph No. 6, Reservoir, DA-1B to Inf. Basin B... 12 Pond Report - Inf. Basin B... 13 5 - Year Summary Report... 14 Hydrograph Reports... 15 Hydrograph No. 1, Rational, DA-1C Post-Dev Wooded... 15 Hydrograph No. 2, Rational, DA-1A Post-Dev... 16 Hydrograph No. 3, Rational, DA-1B Post-Dev... 17 Hydrograph No. 4, Reservoir, DA-1A to Inf. Basin A... 18 Hydrograph No. 5, Rational, DA-1 Pre-Dev Wooded... 19 Hydrograph No. 6, Reservoir, DA-1B to Inf. Basin B... 20 IDF Report... 21

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 1 1 - DA-1C Post-Dev Wooded 2 - DA-1A Post-Dev 3 - DA-1B Post-Dev 5 - DA-1 Pre-Dev Wooded 4 - DA-1A to Inf. Basin A 6 - DA-1B to Inf. Basin B Legend Hyd. Origin Description 1 Rational DA-1C Post-Dev Wooded 2 Rational DA-1A Post-Dev 3 Rational DA-1B Post-Dev 4 Reservoir DA-1A to Inf. Basin A 5 Rational DA-1 Pre-Dev Wooded 6 Reservoir DA-1B to Inf. Basin B Project: P18029-Lot18HarbingerPark.gpw Wednesday, 06 / 27 / 2018

Hydrograph Return Period Recap Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2 1 Rational ------ ------- 0.367 ------- 0.434 ------- ------- ------- ------- DA-1C Post-Dev Wooded 2 Rational ------ ------- 0.387 ------- 0.441 ------- ------- ------- ------- DA-1A Post-Dev 3 Rational ------ ------- 0.355 ------- 0.404 ------- ------- ------- ------- DA-1B Post-Dev 4 Reservoir 2 ------- 0.000 ------- 0.000 ------- ------- ------- ------- DA-1A to Inf. Basin A 5 Rational ------ ------- 0.496 ------- 0.585 ------- ------- ------- ------- DA-1 Pre-Dev Wooded 6 Reservoir 3 ------- 0.000 ------- 0.000 ------- ------- ------- ------- DA-1B to Inf. Basin B Proj. file: P18029-Lot18HarbingerPark.gpw Wednesday, 06 / 27 / 2018

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 0.367 1 34 749 ------ ------ ------ DA-1C Post-Dev Wooded 2 Rational 0.387 1 5 116 ------ ------ ------ DA-1A Post-Dev 3 Rational 0.355 1 5 106 ------ ------ ------ DA-1B Post-Dev 4 Reservoir 0.000 1 15 0 2 8.62 107 DA-1A to Inf. Basin A 5 Rational 0.496 1 30 894 ------ ------ ------ DA-1 Pre-Dev Wooded 6 Reservoir 0.000 1 37 0 3 8.29 98.8 DA-1B to Inf. Basin B P18029-Lot18HarbingerPark.gpw Return Period: 2 Year Wednesday, 06 / 27 / 2018

Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 1 DA-1C Post-Dev Wooded Hydrograph type = Rational Peak discharge = 0.367 cfs Storm frequency = 2 yrs Time to peak = 0.57 hrs Time interval = 1 min Hyd. volume = 749 cuft Drainage area = 0.680 ac Runoff coeff. = 0.2 Intensity = 2.699 in/hr Tc by TR55 = 34.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1C Post-Dev Wooded Hyd. No. 1 -- 2 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 Hyd No. 1 Time (hrs)

TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Hyd. No. 1 DA-1C Post-Dev Wooded Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 145.4 0.0 0.0 Two-year 24-hr precip. (in) = 4.00 0.00 0.00 Land slope (%) = 1.04 0.00 0.00 Travel Time (min) = 33.66 + 0.00 + 0.00 = 33.66 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc... 34.00 min

Hydrograph Report 6 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 2 DA-1A Post-Dev Hydrograph type = Rational Peak discharge = 0.387 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 116 cuft Drainage area = 0.089 ac Runoff coeff. = 0.69 Intensity = 6.299 in/hr Tc by User = 5.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1A Post-Dev Hyd. No. 2 -- 2 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Hyd No. 2 Time (hrs)

Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 3 DA-1B Post-Dev Hydrograph type = Rational Peak discharge = 0.355 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 106 cuft Drainage area = 0.088 ac Runoff coeff. = 0.64 Intensity = 6.299 in/hr Tc by User = 5.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1B Post-Dev Hyd. No. 3 -- 2 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Hyd No. 3 Time (hrs)

Hydrograph Report 8 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 4 DA-1A to Inf. Basin A Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = 0.25 hrs Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - DA-1A Post-Dev Max. Elevation = 8.62 ft Reservoir name = Inf. Basin A Max. Storage = 107 cuft Storage Indication method used. Exfiltration extracted from Outflow. Q (cfs) DA-1A to Inf. Basin A Hyd. No. 4 -- 2 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 Time (hrs) Hyd No. 4 Hyd No. 2 Total storage used = 107 cuft

Pond Report 9 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Pond No. 1 - Inf. Basin A Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 8.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 8.00 98 0 0 1.00 9.00 262 173 173 1.50 9.50 365 156 329 1.80 9.80 434 120 449 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) Inactive Inactive Inactive Inactive Span (in) = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft) = 0.00 0.00 0.00 0.00 Length (ft) = 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft) = 10.00 Inactive Inactive Inactive Crest El. (ft) = 9.50 0.00 0.00 0.00 Weir Coeff. = 2.60 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = No No No No Exfil.(in/hr) = 8.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) Stage / Discharge Elev (ft) 2.00 10.00 1.80 9.80 1.60 9.60 1.40 9.40 1.20 9.20 1.00 9.00 0.80 8.80 0.60 8.60 0.40 8.40 0.20 8.20 0.00 8.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Total Q Discharge (cfs)

Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 5 DA-1 Pre-Dev Wooded Hydrograph type = Rational Peak discharge = 0.496 cfs Storm frequency = 2 yrs Time to peak = 0.50 hrs Time interval = 1 min Hyd. volume = 894 cuft Drainage area = 0.850 ac Runoff coeff. = 0.2 Intensity = 2.920 in/hr Tc by TR55 = 30.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1 Pre-Dev Wooded Hyd. No. 5 -- 2 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 Hyd No. 5 Time (hrs)

TR55 Tc Worksheet 11 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Hyd. No. 5 DA-1 Pre-Dev Wooded Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 83.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.00 0.00 0.00 Land slope (%) = 0.55 0.00 0.00 Travel Time (min) = 27.73 + 0.00 + 0.00 = 27.73 Shallow Concentrated Flow Flow length (ft) = 200.60 0.00 0.00 Watercourse slope (%) = 0.74 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.39 0.00 0.00 Travel Time (min) = 2.41 + 0.00 + 0.00 = 2.41 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc... 30.00 min

Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 6 DA-1B to Inf. Basin B Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = 0.62 hrs Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 3 - DA-1B Post-Dev Max. Elevation = 8.29 ft Reservoir name = Inf. Basin B Max. Storage = 99 cuft Storage Indication method used. Exfiltration extracted from Outflow. Q (cfs) DA-1B to Inf. Basin B Hyd. No. 6 -- 2 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 Time (hrs) Hyd No. 6 Hyd No. 3 Total storage used = 99 cuft

Pond Report 13 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Pond No. 2 - Inf. Basin B Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 8.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 8.00 239 0 0 1.00 9.00 471 349 349 1.50 9.50 608 269 618 1.80 9.80 697 196 813 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) Inactive Inactive Inactive Inactive Span (in) = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft) = 0.00 0.00 0.00 0.00 Length (ft) = 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft) = 10.00 Inactive Inactive Inactive Crest El. (ft) = 9.50 0.00 0.00 0.00 Weir Coeff. = 2.60 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = No No No No Exfil.(in/hr) = 8.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) Stage / Discharge Elev (ft) 2.00 10.00 1.80 9.80 1.60 9.60 1.40 9.40 1.20 9.20 1.00 9.00 0.80 8.80 0.60 8.60 0.40 8.40 0.20 8.20 0.00 8.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Total Q Discharge (cfs)

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 14 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 0.434 1 34 886 ------ ------ ------ DA-1C Post-Dev Wooded 2 Rational 0.441 1 5 132 ------ ------ ------ DA-1A Post-Dev 3 Rational 0.404 1 5 121 ------ ------ ------ DA-1B Post-Dev 4 Reservoir 0.000 1 18 0 2 8.71 122 DA-1A to Inf. Basin A 5 Rational 0.585 1 30 1,053 ------ ------ ------ DA-1 Pre-Dev Wooded 6 Reservoir 0.000 1 8 0 3 8.33 113 DA-1B to Inf. Basin B P18029-Lot18HarbingerPark.gpw Return Period: 5 Year Wednesday, 06 / 27 / 2018

Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 1 DA-1C Post-Dev Wooded Hydrograph type = Rational Peak discharge = 0.434 cfs Storm frequency = 5 yrs Time to peak = 0.57 hrs Time interval = 1 min Hyd. volume = 886 cuft Drainage area = 0.680 ac Runoff coeff. = 0.2 Intensity = 3.193 in/hr Tc by TR55 = 34.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1C Post-Dev Wooded Hyd. No. 1 -- 5 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 Hyd No. 1 Time (hrs)

Hydrograph Report 16 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 2 DA-1A Post-Dev Hydrograph type = Rational Peak discharge = 0.441 cfs Storm frequency = 5 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 132 cuft Drainage area = 0.089 ac Runoff coeff. = 0.69 Intensity = 7.175 in/hr Tc by User = 5.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1A Post-Dev Hyd. No. 2 -- 5 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Hyd No. 2 Time (hrs)

Hydrograph Report 17 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 3 DA-1B Post-Dev Hydrograph type = Rational Peak discharge = 0.404 cfs Storm frequency = 5 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 121 cuft Drainage area = 0.088 ac Runoff coeff. = 0.64 Intensity = 7.175 in/hr Tc by User = 5.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1B Post-Dev Hyd. No. 3 -- 5 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Hyd No. 3 Time (hrs)

Hydrograph Report 18 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 4 DA-1A to Inf. Basin A Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 5 yrs Time to peak = 0.30 hrs Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - DA-1A Post-Dev Max. Elevation = 8.71 ft Reservoir name = Inf. Basin A Max. Storage = 122 cuft Storage Indication method used. Exfiltration extracted from Outflow. Q (cfs) DA-1A to Inf. Basin A Hyd. No. 4 -- 5 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 Time (hrs) Hyd No. 4 Hyd No. 2 Total storage used = 122 cuft

Hydrograph Report 19 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 5 DA-1 Pre-Dev Wooded Hydrograph type = Rational Peak discharge = 0.585 cfs Storm frequency = 5 yrs Time to peak = 0.50 hrs Time interval = 1 min Hyd. volume = 1,053 cuft Drainage area = 0.850 ac Runoff coeff. = 0.2 Intensity = 3.440 in/hr Tc by TR55 = 30.00 min IDF Curve = P18029-Lot18HarbingerPark.IDF Asc/Rec limb fact = 1/1 Q (cfs) DA-1 Pre-Dev Wooded Hyd. No. 5 -- 5 Year 1.00 1.00 Q (cfs) 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 Hyd No. 5 Time (hrs)

Hydrograph Report 20 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Hyd. No. 6 DA-1B to Inf. Basin B Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 5 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 3 - DA-1B Post-Dev Max. Elevation = 8.33 ft Reservoir name = Inf. Basin B Max. Storage = 113 cuft Storage Indication method used. Exfiltration extracted from Outflow. Q (cfs) DA-1B to Inf. Basin B Hyd. No. 6 -- 5 Year 0.50 0.50 Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 Time (hrs) Hyd No. 6 Hyd No. 3 Total storage used = 113 cuft

Hydraflow Rainfall Report 21 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2018 by Autodesk, Inc. v12 Wednesday, 06 / 27 / 2018 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 70.7148 12.8000 0.8940 -------- 2 80.8211 13.0000 0.8829 -------- 3 0.0000 0.0000 0.0000 -------- 5 76.8516 12.5000 0.8285 -------- 10 82.9305 12.6000 0.8081 -------- 25 69.8942 10.8000 0.7337 -------- 50 67.1197 10.2000 0.6961 -------- 100 61.4696 9.0000 0.6525 -------- File name: P18029-Lot18HarbingerPark.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 5.39 4.32 3.62 3.12 2.75 2.46 2.23 2.04 1.88 1.75 1.63 1.53 2 6.30 5.07 4.26 3.69 3.26 2.92 2.65 2.43 2.24 2.08 1.95 1.83 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 7.17 5.83 4.93 4.30 3.82 3.44 3.14 2.89 2.68 2.50 2.34 2.21 10 8.17 6.68 5.68 4.97 4.42 4.00 3.66 3.37 3.13 2.93 2.75 2.60 25 9.23 7.54 6.44 5.65 5.06 4.60 4.23 3.92 3.66 3.43 3.24 3.07 50 10.10 8.28 7.10 6.26 5.63 5.13 4.73 4.39 4.11 3.87 3.66 3.48 100 10.99 9.00 7.73 6.83 6.16 5.63 5.20 4.85 4.55 4.30 4.08 3.88 Tc = time in minutes. Values may exceed 60. Precip. file name: Q:\2018\P18029\Documents\Hydraflow\P18029-Lot18HarbingerPark.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 4.00 0.00 5.17 0.00 0.00 0.00 0.00 SCS 6-Hr 0.00 2.79 0.00 3.45 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Appendix C Hydraulic Conductivity Memo, dated June 27, 2018

Appendix D NRCS Soils Report

United States Department of Agriculture 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 Currituck County, North Carolina June 11, 2018

Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2

alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3

Contents Preface... 2 Soil Map... 5 Soil Map...6 Legend...7 Map Unit Legend... 8 Map Unit Descriptions... 8 Currituck County, North Carolina... 10 CnA Conetoe loamy sand, 0 to 3 percent slopes... 10 Mu Munden loamy sand...11 References...13 4

Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5

75 49' 37'' W Custom Soil Resource Report Soil Map 75 49' 30'' W 425560 425570 425580 425590 425600 425610 425620 425630 425640 425650 425660 425670 425680 425690 425700 425710 425720 36 6' 26'' N 36 6' 26'' N 36 6' 23'' N 3996070 3996080 3996090 3996100 3996110 3996120 3996130 3996140 3996150 3996160 3996170 Soil Map may not be valid at this scale. 3996070 3996080 3996090 3996100 3996110 3996120 3996130 3996140 3996150 3996160 3996170 36 6' 23'' N 425550 425560 425570 425580 425590 425600 425610 425620 425630 425640 425650 425660 425670 425680 425690 425700 425710 425720 75 49' 37'' W N Map Scale: 1:791 if printed on A landscape (11" x 8.5") sheet. Meters 0 10 20 40 60 Feet 0 35 70 140 210 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 6 75 49' 30'' W

Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Currituck County, North Carolina Survey Area Data: Version 16, Sep 26, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Sinkhole Slide or Slip Date(s) aerial images were photographed: 19, 2017 Dec 31, 2009 Oct Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 7

Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CnA Conetoe loamy sand, 0 to 3 percent slopes 1.0 99.6% Mu Munden loamy sand 0.0 0.4% Totals for Area of Interest 1.0 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The 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, 8

Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9

Custom Soil Resource Report Currituck County, North Carolina CnA Conetoe loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 3rnf Elevation: 0 to 20 feet Mean annual precipitation: 42 to 58 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 190 to 270 days Farmland classification: Farmland of statewide importance Map Unit Composition Conetoe and similar soils: 85 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Conetoe Setting Landform: Ridges on stream 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: Sandy and loamy fluviomarine deposits and/or marine deposits Typical profile Ap - 0 to 8 inches: loamy sand E - 8 to 22 inches: loamy sand Bt - 22 to 40 inches: sandy loam BC - 40 to 46 inches: loamy sand C - 46 to 80 inches: sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Leon Percent of map unit: 5 percent 10

Custom Soil Resource Report Landform: Flats on marine terraces Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Mu Munden loamy sand Map Unit Setting National map unit symbol: 3rnr Elevation: 0 to 20 feet Mean annual precipitation: 42 to 58 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 190 to 270 days Farmland classification: Farmland of statewide importance Map Unit Composition Munden and similar soils: 85 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Munden Setting Landform: Ridges on marine terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Sandy and loamy fluviomarine deposits and/or marine deposits Typical profile A - 0 to 9 inches: loamy sand Bt - 9 to 37 inches: fine sandy loam C - 37 to 72 inches: loamy fine sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 5.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Hydric soil rating: No 11

Custom Soil Resource Report Minor Components Nimmo, undrained Percent of map unit: 5 percent Landform: Flats on marine terraces, depressions on marine terraces Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: Yes 12

References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 13

Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/internet/fse_documents/nrcs142p2_052290.pdf 14