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5. 2024-0131-6800 Carolina Beach Storm Report
Stormwater Management Analysis and Calculations 6800 CAROLINA BEACH PROJECT NEW HANOVER COUNTY, NC Prepared for: Impeccable Development 621 NW 53rd Street Suite #320 Boca Raton, FL 33487 Date: January 31, 2024 KHA Reference #: 117152011 © Kimley-Horn and Associates, Inc. 2023 200 South Tryon, Suite 200, Charlotte, NC 28202 Phone: 704-333-5131 NC FIRM #F-0102 6800 CAROLINA BEACH PROJECT NEW HANOVER COUNTY, NC STORMWATER MANAGEMENT & EROSION AND SEDIMENT CONTROL CALCULATIONS Prepared for: Impeccable Development 621 NW 53rd Street, Suite 320 Boca Raton, FL 33487 Prepared by: KIMLEY-HORN AND ASSOCIATES, INC. 200 SOUTH TRYON ST, SUITE 200 CHARLOTTE, NORTH CAROLINA 28202 January 31, 2024 KHA PROJECT NO. 117152011 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 6800 CAROLINA BEACH – ENABLING STORMWATER ANALYSIS TABLE OF CONTENTS 1.0 BACKGROUND ......................................................................................................................... 5 2.0 EXISTING CONDITIONS .......................................................................................................... 5 3.0 SOILS ......................................................................................................................................... 5 4.0 FLOODPLAIN/ FIRM FLOOD INSURANCE RATE MAP ........................................................ 6 5.0 PROPOSED DEVELOPMENT ................................................................................................... 6 5.1.PRE VS POST DEVELOPMENT PEAK DISCHARGE RESULTS ......................................... 6 6.0 STORMWATER CONVEYANCE NETWORK CALCULATIONS ............................................ 6 7.0 WATER QUALITY..................................................................................................................... 7 8.0 WATER QUANTITY .................................................................................................................. 7 9.0 EROSION AND SEDIMENT CONTROL ................................................................................... 7 10.0 EROSION AND SEDIMENT CONTROL PLANS ...................................................................... 7 10.1.Soil Stabilization .................................................................................................................. 7 10.2.Structural Controls ............................................................................................................... 8 11.0 CONCLUSION ......................................................................................................................... 10 APPENDIX A: SITE MAPS A1 – SITE AERIAL MAP ............................................................................................ FIGURE 1 A2 – USDA SOIL CLASSIFICATION MAP ................................................................ FIGURE 2 A3 – FEMA FIRMETTE .............................................................................................. FIGURE 3 A4 – USGS TOPOGRAPHIC MAP .............................................................................. FIGURE 4 A5 – NRCS SOIL MAP ................................................................................................ FIGURE 5 APPENDIX B: STORMWATER TREATMENT B1a – PRE-DEVELOPMENT DRAINAGE AREA MAP B1b –POST-DEVELOPMENT DRAINAGE AREA MAP B2 – STORMWATER WETLAND DESIGN CALCULATIONS B3 – STORMWATER WETLAND DELINATION ZONES B4 – STORMWATER WETLAND PLANS APPENDIX C: STORMWATER CONVEYANCE NETWORK C1 – INLET DRAINAGE AREA MAP C2 – DRAINAGE AREA CN AND TC CALCULATIONS C3a – HYDROCAD CALCULATIONS C3b – HYDROCAD CALCULATIONS FOR CLOGGED CONDITION C4a – HYDRAFLOW DIAGRAM C4b – 25-YEAR HYDRAFLOW CALCULATIONS C4c – 100-YEAR HYDRAFLOW CALCULATIONS C4d – 25-YEAR HYDRAFLOW PROFILES C5 – INLET PONDING AND SPREAD CALCULATIONS APPENDIX D: EROSION CONTROL D1 – RIP RAP CALCULATIONS APPENDIX E: SUPPLEMENTAL INFORMATION E1 – NOAA RAINFALL INTENSITIES E2 – GEOTECHNICAL REPORT E3 – GEOTECHNICAL SHWT REPORT 1.0 BACKGROUND This report contains the approach and results of a stormwater analysis for the 6800 Carolina Beach Project. This project is located near 6800 Carolina Beach Road in New Hanover County, North Carolina. Construction documents for this overall project have been divided into two construction packages: Wawa – Carolina Beach & Myrtle Grove and 6800 Carolina Beach – Enabling Project. The stormwater design calculations and approach for these projects is included in this report for simplicity. Construction of this site is intended to include a Wawa convenience store, fuel canopy, surface parking, site lighting, a stormwater conveyance network, stormwater treatment facility, and necessary utility installations for future site development. See below for a table for basic project information. Project Name:6800 Carolina Beach Project Parcel Identification Number (PINs):R08200-001-026-000, R08200-001-024-000, & R08200-001-023-000 Overall Project Site Area:6.47 acres Quantification of Existing Impervious Area:0.72 acres Quantification of Proposed Impervious Area:1.71 acres Area of Land Disturbance:5.76 acres This design package has been prepared in accordance with the applicable state and local stormwater management requirements. The downstream areas and properties will not be affected by the changes in stormwater, provided the drainage improvements are constructed in accordance with the approved plans and are properly maintained. The project will incorporate a subsurface stormwater conveyance network made up of reinforced concrete (RCP) and PVC pipe. There will be future design plans for an additional development utilizing and expanding the proposed Stormwater Control Measure (SCM) which will require a stormwater permit modification due to the increased runoff generated (Phase 2). Once a site design is in place, the permit modification to this original stormwater report will be submitted for permit review. 2.0 EXISTING CONDITIONS The project site has three existing structures. The surface condition runoff from the project site discharges by concentrated overland sheet flow and shallow concentrated flow to Lords Creek west of the site and is a part of the Cape Fear River Basin. The overall project site has one stormwater convergence location shown as Points of Analysis (POA) in the pre-development drainage area map shown in Appendix B for reference. 3.0 SOILS There has been a geotechnical study completed on the site indicating subsurface conditions consisting of fill and coastal plain soils. Refer to Appendix D for a copy of this. Based on USDA Soil Classification Map found in Appendix A, the subject project soil group(s) predominantly consist of the following: §Le – Leon Sand §Wa – Wakulla Sand A seasonally high-water table was also produced by the Geotechnical engineer, (see Appendix E3), and concluded that seasonal high water table were identified at 18”-20” below existing grade. 4.0 FLOODPLAIN/ FIRM FLOOD INSURANCE RATE MAP Based on the effective FEMA Flood Insurance Rate Map Number 3720313200K, dated September 2, 2015, the entire site appears to be in zone X: areas determined to be outside the 0.2% annual chance floodplain. Refer to Appendix A for the FEMA Flood Insurance Rate Map. 5.0 PROPOSED DEVELOPMENT This project will be the first phase of the overall 6800 Carolina Beach project in New Hanover County, North Carolina. The overall project scope will consist of site access, a Wawa convenience store and fuel station, associated appurtenances, surface parking, a stormwater treatment facility, and necessary utility installations for current and future site development. The proposed wetland is located in the northwest corner of the project site. This has been designed to satisfy the site stormwater quality and quantity based on NCDEQ and New Hanover County requirements. For this report, the stormwater analysis and calculations include the site build-out seen in Appendix B & C. A stormwater permit modification will be required for Phase 2 of construction to treat the additional development area. The net proposed site impervious coverage in this phase of construction is 1.71-acres. The stormwater wetland facility has been designed to treat this net impervious area as shown in Appendix B. The proposed wetland design will utilize an outfall location which ultimately drains to Lords Creek. The Pre Vs Post Development Peak Discharge Results (Table 5.1) were calculated using HydroCAD 10.00- 22. The details for each storm were pulled from data found in Appendix C. 5.1. PRE VS POST DEVELOPMENT PEAK DISCHARGE RESULTS POA-1 (Stormwater Wetland) Event Frequency* Pre- Development Post- Development Percent Reduction(cfs)(cfs) 2-year, 24-hour 1.49 1.37 8.05% 10-year, 24-hour 12.72 10.8 17.78% 25-year, 24-hour 25.67 24.80 3.39% 6.0 STORMWATER CONVEYANCE NETWORK CALCULATIONS The reinforced concrete pipe storm drainage system has been analyzed with HydraFlow Storm Sewers Extension by Autodesk Civil 3D, which uses the Rational Method to estimate onsite runoff. The proposed storm drainage system was designed to convey the 25-year storm event and can be seen in Appendix C. All rainfall intensities used in the model and in the calculations were obtained from the National Oceanic and Atmospheric Administration (NOAA) and can be seen in Appendix D. 7.0 WATER QUALITY Due to the increase in impervious area in the post-development condition, the NCDEQ ordinance requires that the first inch and a half (1.5”) of rainfall is to be treated with a minimum of 85% average annual removal for total suspended solids. This requirement will be accomplished using one onsite stormwater wetland facility. See Appendix B for the wetland water quality volume and calculations to support the differential elevations. 8.0 WATER QUANTITY With an increase in impervious area on the site, there will be an increase in rainfall runoff volume that will have to be detained and released to attenuate for the pre- to post-development peak flow rates for the 2, 10, and 25-year storm events. To achieve this attenuation, rainfall runoff will be controlled through and outlet control structure in the wetland with orifices placed and sized to release the runoff at a controlled rate. Calculations for the water quantity design are included within Appendix C. The BMP system has been designed using the NCDEQ Stormwater Design Manual and Hydro CAD which utilizes the NRCS TR-55 (SCS) method to calculate runoff. Curve numbers and times of concentration have been calculated according to the New Hanover County Stormwater Design Manual. The time of concentration flow lines and delineated drainage areas can be seen in the pre- and post-development drainage area maps. All calculations for the exhibits can be found in the CN and Tc calculations spreadsheets in Appendix C. 9.0 EROSION AND SEDIMENT CONTROL The project will require disturbance of approximately 5.01-acres and will incorporate enhanced erosion control measures along all areas adjacent to the protected water quality buffer located on site. Sedimentation and runoff from construction activities will be managed with temporary erosion control best management practices (BMPs), including but not limited to temporary seeding, silt fence, silt fence outlets, a sediment basin, inlet protection, outlet protection, rip rap, and construction entrances. Erosion control BMPs have been designed in accordance with the New Hanover County and North Carolina Department of Environmental Quality (NCDEQ) standards. 10.0 10.0 EROSION AND SEDIMENT CONTROL PLANS A variety of storm water pollutant controls are proposed for this project. Please see below for a detailed description of each measure and refer to the attached Erosion and Sedimentation Control Plan/Site Maps, Phase 1, Phase 2 for both the Wawa and Enabling construction sets prepared by Kimley-Horn and Associates, Inc. (Construction Drawings) for further information. The following measures will be used to control erosion and sedimentation for this project. Please see the calculations for more information on the design of each item. 10.1.Soil Stabilization The purpose of soil stabilization is to prevent soil from eroding and leaving the site. In the natural condition, soil is stabilized by native vegetation. The primary technique to be used at this project for stabilizing site soils will be to provide a protective cover of grass, pavement, or building structure. 10.1.1.Temporary Seeding or Stabilization – All denuded areas that will be inactive for 7 days or more must be stabilized temporarily with the use of fast-germinating annual grass/grain varieties appropriate for site soil and climate conditions, straw/hay mulch, wood cellulose fibers, tackifiers, netting and/or blankets. Stockpiles and diversion ditches/berms must be stabilized to prevent erosion and dust issues. 10.1.2.Permanent Seeding, Sodding or Mulching – All areas at final grade must be seeded or sodded within 7 days after completion of work in that area. Seed immediately after final grade is achieved and soils are prepared to take advantage of soil moisture and seed germination. At the completion of ground-disturbing activities the entire site must have permanent vegetative cover, meeting vegetative density requirements, or mulch per landscape plan, in all areas not covered by hardscape (pavement, buildings, etc.). Seeded areas shall be protected with mulch or a rolled erosion control product. Mulch must be anchored to the soil surface by spray-on tackifiers or crimped by disc or other machinery and/or rolled erosion control products must be installed per manufacturer recommendations. Consideration is given to climate conditions, soil type and native vegetation when designing the final landscaping plan. Final site stabilization is achieved when perennial vegetative cover provides an established permanent ground cover sufficient to restrain erosion. This shall be no less than a coverage density of at least 80 percent over the entire area to be stabilized by vegetative cover. Furthermore, “establishment of stabilization” is loosely defined by the State and could include vegetation growing through at least on growing season, based on site and drought conditions at the time vegetation is first established. This area is exclusive of areas that are covered with rock (crushed granite, gravel, etc.) or landscape mulch, paved or have a building or other permanent structure on them. 10.1.3.Rip Rap – Riprap is a cover of rock used to create a stabilized outlet by dissipating concentrated flow paths and catching larger sediment or debris. Riprap stone and apron size are calculated based on the drainage areas concentrated flow. See plan details for specific rip rap stone size, type, and apron dimensions. 10.2.Structural Controls 10.2.1.Silt Fence – Silt fence is a synthetic permeable woven or non-woven geotextile fabric incorporating metal support stakes at intervals sufficient to support the fence (5-feet maximum distance between posts), water, and sediment retained by the fence. The fence is designed to retain sediment- laden stormwater and allow settlement of suspended soils before the stormwater flows through the fabric and discharges off-site. Silt fence shall be located on the contour to capture overland, low-velocity sheet flows and is typically installed with a wire fence backing for additional support. Wire fence backing is required unless the silt fence is installed using the slicing method as the slicing method ensures the silt fence fabric is anchored securely in the ground. 10.2.2.Inlet Protection – All existing and proposed storm network structures shall have inlet protection during construction. Inlet protection is put in place to trap sediment as it approaches the storm drainage system before final stabilization is complete. Inspect, clean, and properly maintain all inlets twice a week, and after each storm event until entire project area has been properly stabilized. See detail sheets for specific inlet protection types and installation requirements. 10.2.3.Outlet Protection – All existing and proposed storm network outlet structures shall have outlet protection during construction. Outlet protection is put in place to prevent erosion at the outlet of the channel or conduit by reducing the velocity of flow and dissipating energy. Inspect all outlets weekly and after significant rainfall events until entire project area has been properly stabilized. See detail sheets for specific protection types and installation requirements. 10.2.4.Sediment Trap – Sediment traps are constructed to detain sediment-laden runoff and trap the sediment to protect receiving streams, lakes, drainage systems, and protect adjacent property. Inspect sediment traps at least weekly and after each significant rainfall event and repair immediately. Remove sediment and restore the trap to its original dimensions when the sediment has accumulated to one-half the design depth of the trap. Place the sediment that is removed in the designated disposal area and replace the part of the gravel facing that is impaired by sediment. Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure it is a minimum of 1.5 feet below the low point of the embankment. Immediately fill any settlement of the embankment to slightly above design grade. Any riprap displaced from the spillway must be replaced immediately. Location of sediment traps are shown on Site Maps. See detail sheets for specific sediment trap dimensions and installation requirements. 10.2.5.Construction Access – All access points from the public street into the construction site shall include a construction exit composed of course stone to the dimensions shown on the Construction Drawings detail sheet. The rough texture of the stone helps to remove clumps of soil adhering to the construction vehicle tires through the action of vibration and jarring over the rough surface and the friction of the stone matrix against soils attached to vehicle tires. In addition to the stone at the construction exit, it may be necessary to install devices such as pipes (cattle guard) to increase the vibration and jarring. It may also be necessary to install a wheel wash system. If this is done, a sediment trap control must be installed to treat the wash water before it discharges from the site. All site access must be confined to the construction exit(s). Barricade to prevent use, any locations other than the construction exit(s) where vehicles or equipment may access the site. Use jersey barriers, construction fencing/drums, etc. near construction exit(s) to prevent traffic by-pass or short circuiting. 11.0 COORDINATING PERMITS The following permits are currently under review for the 6800 Carolina Beach Project: 1.New Hanover County (NHC) ·Commercial Site Application ·Tree Removal Permit ·Stormwater Permit ·Land Disturbance Permit 2.North Carolina Department of Environmental Quality (NCDEQ) ·Stormwater Management Permit ·Public Water Supply Permit ·Sewer System Extension Permit 3.North Carolina Department of Transportation (NCDOT) ·Encroachment Permits ·Driveway Permit 4.Cape Fear Public Utility Authority (CFPUA) ·Waterline Extension Permit 12.0 EASEMENT REQUIREMENTS The following easements are being proposed for the 6800 Carolina Beach Project: ·CFPUA Easement ·Stormwater Maintenance Easement ·Cross Access Easement ·Sewer Easement 13.0 CONCLUSION This report, the attached calculations, and the attached plans and details have been prepared to meet the NCDEQ and New Hanover County stormwater requirements. ·The post-development runoff rate is lower than the pre-development condition for the 2-, 10- and 25-year storm events. ·Treatment of 85% TSS reduction is acquired using a stormwater control wetland ·The hydraulic soil group found on the project is A, A/D. ·None of the project area is located within the floodplain. ·Total project disturbance is 5.76 Acres. ·The stormwater conveyance network has been designed to convey the 25-year rainfall event. 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" " " " ▄n ▄n ▄n ▄n▄n ^ ^ F F F 68 69 70 71 72 73 74 75 76 77 78 79 67 3780000mN 67 68 69 70 71 72 73 74 75 76 77 78 3766000mN 79 24 25 26 27 28 29 30 31 32 3323 234000mE 25 26 27 28 29 30 31 32 33224000mE 34 34.0000° 34.1250° -78.0000°-77.8750°34.1250° 34.0000°-77.8750°-78.0000° 25 0 25 25 25 25 0 25 0 0 25 0 0 50 25 50 50 50 0 50 25 50 0 25 50 50 50 50 50 25 50 0 50 50 50 25 25 25 25 25 50 50 50 50 5 0 50 50 50 50 50 50 50 25 5 0 25 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25 25 0 25 25 25 0 25 25 0 25 25 2 5 25 25 25 25 25 0 25 25 25 25 25 25 25 2 5 25 25 2 5 0 25 25 25 25 25 25 25 25 25 25 2 5 25 0 25 25 0 25 25 25 25 25 25 25 25 2 5 25 25 0 25 25 25 25 0 25 2 5 0 0 25 25 0 25 25 25 0 0 50 50 25 25 25 25 25 25 25 2525 25 25 2525 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CarolinaLake Blue Pond Sampson Pond Mc KinziePond Orton Pond DOWRDN S P E N CER -F ARLO W D R C HAPELTRL SE CAROLINABEACHAVEN S 6 T H S T SEAFA RER DR HARPE R A V E PENINS UL A DR LEWIS DR BURNETT RD MYRTLEGROVERD RADNOR RD PIN F I S H L N L A K E V I E W DR CAN A L D R OCEAN BL V D CAR O L I N A B E A C H A V E S ATLANTA A V E MCQUILLAN DR WINDGATE DR TEXAS AVE WILLIAMS RD SEDGLE Y D R HILLSIDE DR CAROLINA SANDS DR STJ O S E P H ST OKEECHOBE E RD ONTARIORD RIVAGE PROMENADE BURBA N KRD D A W S C R EEK R D SE G OLDSBORO AVE DEERHILLDR CAPE FEAR B L V D GROVEPOINTRD SOUTH CA R O L I N A A V E LIPS C O M B DR YELLO W DAISY DR RI V E R R D SETTLERS LN GLENARTHUR DR APPOMATTOX DR T H E C A P E BLVD WILLO W G LE N DR TIDALWALKDR N 8 T H S T S 5 T H S T G E O R G IAAVE ALABAMA A V E C OLQUITT DR SLOOPPOINTE LN PLAN TATI O N R D S E H U RONDR MA C K E R E L L N CATAMARANDR S 4 T H S T S 8 T H S T DO W R D S BO W F I N L N F U N S T O N R D SE GREENVILL E A V E C A T H AY RD SPARTANBU R G A V E SENTRYOAKSDR BON AIRE RD EBBDR SN A P P E R L N SW E E T G U MDR SOUNDSIDE DR MYRTLLE LANDING PL BO N I T O L N BIRMINGHA M A V E INLET POINT DR H A L YBURTONMEMORIAL PKWY CHAMPLAIN D R F L O R I D A A V E SW O R D F I S H L N FAU L K ENBERR Y RD COUNTRYPLACERD ROYALFERNRD SUGARPIN E D R CHARLOTT E A V E HAMLET AV EFAYETTEVIL L E A V E CLARENDO N B L V D S AIN T PHILLIPSRDSE RALEIGH AV E SUMTER A V E LEHIGH R D MONROE A V E YUCCA LN L T C O N G L E T O N RD COLUMBIA A V E VALLEYBROOK RD PAL M E R W AY ARD HILLVALLEY WALK CRD CHATTOOGAPL SH I L O H D R OLD D O W R D PATALANDA RD SHIP WATCH D R GO LDEN RD OR T O N R D S E SAINT VINCENT DR DORA'S W A Y S E SAND BAR LN CAPESIDE DR BOZEMA N R D SEA CASTLE CT SEAVIEW RD E EGRET POINT RD PILOTS RIDGE RD CHIMNEY LN K E N D A L L C H A P E L R D INLET ACRES DR RIVER RD S E PilotsRidgeAirport S L A K E P A R K B L V D N LAK E P A R K B L V D C AR OLINA BEACHRD FORTFISHERBLVDN ¬«133 ¬«133 Ca m p g r o u n d T r l Snow's Cut Trl Oak Toe T r l SwampTrl Track Trl Fitness Trl S u g arloafTrl £¤421 £¤421 £¤421 £¤421 TomBranch Orton Creek C a p e F e a r R i v e r A llenCre e k Snows Cut M o t t Creek S a n d H i l l C re e k LiliputCre e k C a p e F e a r Ri ve r C apeFearRiver FederalPointCemetery FreemanCemetery Drew Cemetery L ili p u t C r To m B r GovernorsCr D e w s C r S a n d H ill C r Telf a i r s C r EverettCr Orton Cr Lords C r MILITARYOCEAN TMLSUNNY POINT NE W H A N O V E R BR U N S W I C K N E W H A N O V E R BR U N S W I C K WILMINGTON CAROLINABEACH MYRTLE GROVE Kure Beach Sea Breeze WilmingtonBeach KendallChapel PleasureIsland Orton Point Keg Island Doctor Point Lower MidnightChannel Range LowerLiliputRange Upper MidnightChannel Range Keg IslandRange Snows Cut MyrtleGroveSound CarolinaBeach Inlet IntracoastalWaterway Big Bay ATLANTICOCEAN × Ø GN MN 1°39´29 MILS 9°27´168 MILS UTM GRID AND 2021 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET QT TC 78°W Grid Zone Designation17S18S 78°W U.S. National Grid100,000 - m Square ID U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY SCALE 1:24 000 CONTOUR INTERVAL 5 FEETNORTH AMERICAN VERTICAL DATUM OF 1988 1000 500 0 METERS 1000 2000 21KILOMETERS00.51 1 0.5 0 MILES 1 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 FEET CONTOUR SMOOTHNESS = Medium North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid:Universal Transverse Mercator, Zone 17S\18S Produced by the United States Geological Survey Data is provided by The National Map (TNM), is the best available at the time of mapgeneration, and includes data content from supporting themes of Elevation,Hydrography, Geographic Names, Boundaries, Transportation, Structures, Land Cover,and Orthoimagery. Refer to associated Federal Geographic Data Committee (FGDC)Metadata for additional source data information. This map is not a legal document. Boundaries may be generalized for this map scale.Private lands within government reservations may not be shown. Obtain permissionbefore entering private lands. Temporal changes may have occurred since these datawere collected and some data may no longer represent actual surface conditions. Learn About The National Map: https://nationalmap.gov QUADRANGLE LOCATION NORTHCAROLINA ADJOINING QUADRANGLES CAROLINA BEACH QUADRANGLENORTH CAROLINA7.5-MINUTE TOPO CarolinaBeach OE E WrightsvilleBeachWilmington Funston KureBeach CarolinaBeach Southport Winnabow CAROLINA BEACH, NC 2023 Expressway Local Connector ROAD CLASSIFICATION Ramp 4WDSecondary Hwy Local Road Interstate Route State RouteUS RouteWX./ Soil Types New Hanover County, NC, New Hanover County NC Parcel Boundaries Soils Be DO Ke Le Ly Wa 12/22/2023, 11:06:14 AM 0 0.07 0.130.03 mi 0 0.1 0.20.05 km 1:4,000 NHC GIS Services New Hanover County, NC APPENDIX B: STORMWATER TREATMENT B1: PRE- AND POST-DEVELOPMENT DRAINAGE AREA MAPS DO Wa Le Wa Ke Be NC LICENSE #F-0102 200 SOUTH TRYON STREET, SUITE 200 CHARLOTTE, NORTH CAROLINA 28202 PHONE 704-333-5131 C 2023 * PRE-DEVELOPMENT DRAINAGE AREA MAP DATE: 01-18-2024 SHEET 1 of 1 LEGEND OPEN SPACE 11 AC I0PER9IOUS 072 AC PRE-DE9ELOP0ENT POA 1 TC 2157 0IN * NORTH > LS B LS B LSBLSB LSBLSBLSBLSBLSB LS B LS B LSB LSB LSB LSB LS B LSB BS L BSL BSL BSL BSL BS L BSL BS L BS L BSLBSL BSLBSLBSLBSLBSL Y Y Y Y Y Y Y Y Y YYYYYY DE DEDEDE DEDE DEDE DE DE DE DE DE DE DE DE DE DE DE DE DE DE LSB LSB LSB LSB LS B LS B B S L BS L LSB LSB LSB LSB LS B L S B U59FB-L 5,919 GSF VAN DE DEDE DE DE DE M NC LICENSE #F-0102 200 SOUTH TRYON STREET, SUITE 200 CHARLOTTE, NORTH CAROLINA 28202 PHONE 704-333-5131 C 2023 * POST-DEVELOPMENT DRAINAGE AREA MAP DATE: 01/18/2024 SHEET 1 of 1 LEGEND OPEN SPACE 404 AC IMPER9IOUS 243 AC POST-DE9ELOPMENT POA 1 ONSITE TC 189 MIN NORTH OPEN SPACE 1038 AC IMPER9IOUS 000 AC POST-DE9ELOPMENT POA 1 BYPASS TC 292 MIN * B2: STORMWATER WETLAND DESIGN CALCULATIONS Project Information Project Name: KHA Project #: Designed by:ACW Date: Revised by: ACK Date: Checked by: Date: BMP NAME Wetland A2 Site Characteristics Drainage Area (DA) = 6.02 / 262,231 AC/SF Impervious Area (IA) = 2.68 / 116,741 AC/SF Percent Impervious (I) = 44.5 % Storage Volume (Simple Method) Design Storm = 1.5 inch Determine Rv Value = 0.05 + .009 (I) =0.45 in/in Storage Volume Required = 14,772 cf (above Permanent Pool) Head Above Orifice =15 in Total Storage Above Orifice =80,334 cf (above Permanent Pool) Permanent Pool Elevation = 15.75 ft Orifice Sizing Q2 Days = 0.0855 cfs (Flowrate required for a 2 day drawdown) Q5 Days = 0.0342 cfs (Flowrate required for a 5 day drawdown) Orifice Size = 6.50 in (Diameter) Q Orifice = 0.634 cfs Drawdown Time =2 days less than 5 days (yes/no) ?Yes greater than 2 days (yes/no) ?Yes Surface Area of Wetland Zones Required Provided Surface Area (SF)14,772 14,993 Required Depth Depth Provided Area Provided MinimumPercent Required MaximumPercent Required Provided Percentage (in) (in) (sf) % % % Forebay 24"-40"0 1,521 10.0% 15.0%10.14% Non-Forebay Deep Pool 18" - 72"0 2,201 5.0% 15.0%14.68% Temp Inundation Zone (ABOVE PP) 0 - 15"0 6,020 35.0% 45.0%40.15% Shallow Water 0 - 9"0 5,251 30.0% 45.0%35.02% TOTAL: 14,993 100.0% Carolina Beach Enabling Stormwater Wetland Calculations Stage Storage Table Stage (ft) Area (ac) Area (ft2) Storage Volume (ft3)Note 9.75 0.0011 49 0 10.00 0.0016 70 15 11.00 0.0050 216 158 12.00 0.0148 645 588 13.00 0.0557 2426 2,124 14.00 0.0838 3649 5,161 14.50 0.1018 4433 7,182 15.00 0.2728 11884 11,261 15.50 0.2901 12637 17,391 15.75 0.2989 13019 20,598 Permanent Pool 16.00 0.3077 13405 23,901 Temporary Pool 17.00 0.3442 14993 38,100 18.00 0.3821 16644 53,919 19.00 0.4213 18351 71,416 20.00 0.4618 20115 90,649 20.50 0.4825 21018 100,933 Anti-flotation Sizing Riser Width = 4 ft Riser Length = 4 ft Top Riser Elev. = 18.50 Bottom Riser Elev. = 14.50 ft Height of Riser = 4.00 ft Area of Riser = 16.0 sf (Water Displaced) Volume of Riser = 64.0 cf (Water Displaced) Factor of Safety = 1.2 Weight = 3993.6 lbs Weight Req'd from Anti-Flotation Device = 4792.3 lbs *Weight of Riser = 1489.2 lbs (Volume Riser Wall * Buoyant Wt.) Additional Volume of Concrete Req'd = 37.7 cf (Buoyant Wt Concrete = (150-62.4) pcf) Extend Riser = 4 ft Volume of Riser Extension = 64.0 cf (Extend Riser Box 4' below invert) Is the Anti-flotation Device Sufficient (yes/no)?YES *Assume 6" riser wall thickness with buoyant weight of concrete = (150-62.4) pcf B3: STORMWATER WETLAND DELINATION ZONES LS B LS B LS B LS B LS B LS B LS B LS B LS B LS B LS B LS B LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB LSB BS L BS L BS L BS L BS L BS L BS L BS L BS L BS L BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL BSL Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y YY Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y YYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY Y Y Y Y Y Y Y Y Y DEDEDE DE DE DE DE DE DE DE D E DEDEDEDEDEDE DE DE DE DE DE DE DE DE DE DE DE D E DE DE DE DE DE DE DE DE DE DE DE DE DE DE DE DE DE NC LICENSE #F-0102 200 SOUTH TRYON STREET, SUITE 200 CHARLOTTE, NORTH CAROLINA 28202 PHONE 704-333-5131 C 2023PROPOSED WETLAND ZONES DATE: 01/02/2024 SHEET 1 of 1 NORTH B4: STORMWATER WETLAND PLANS FOREBAY (WATER DEPTH BETWEEN 24" TO 40") TEMP INUNDATION ZONE (UP TO 15" ABOVE PERM. POOL) SHALLOW WATER (WATER DEPTH BETWEEN 0" AND 9") NON-FOREBAY DEEP POOL (WATER DEPTH BETWEEN 18" AND 72") 20' MIN WIDTH ACCESS EASEMENT TO PUBLIC R/W PROFILE ALIGNMENT 24 LF MAINTENANCE DRAIN FILTER DIAPHRAM SEE SHEET C415. BORING NO. I-1 ESTIMATED SHWT = 14.95' 3 + 6 7 0 + 0 0 1 + 0 0 2+0 0 3+00 BORING NO. I-2 ESTIMATED SHWT = 14.63' BORING NO. I-1 ESTIMATED SHWT = 13.23' 3: 1 3:1 3: 1 3: 1 3: 1 3 : 1 3:1 8:1 15 15 1 5 15 15 1 5 15 20 20 20 20 13 13 14 14 1 6 16 16 16 1 7 17 17 17 18 18 18 18 19 19 19 19 15 16 17 18 20 17 18 19 15 15 15 15.75 15.75 9.75 12.00 15.75 12.15 20.50 20.50 20.50 20.50 20.50 20.50 20.50 20.56 20.68 20.77 15.00 14.64 15.00 65.0' EMERGENCY SPILLWAY. ELEVATION = 19.10' ST:S1-48''-FES ST:S2-CB ST:B2-OCS-5'x5' ST:B1-24''-FES 10 ' 10' 10-FT MINIMUM WIDTH DAM 20 ' H. Scale:1"=20' | V. Scale: 1"=2' STORMWATER WETLAND PROFILE 5 10 15 20 25 5 10 15 20 25 Invert Elevations 1+00 2+00 3+00 DE P T H : 2 . 0 0 ' DE P T H : 0 . 5 0 ' This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH P R O J E C T 20 0 S O U T H T R Y O N S T , S U I T E 2 0 0 , C H A R L O T T E , N C 2 8 2 0 2 PH O N E : 7 0 4 - 3 3 3 - 5 1 3 1 WW W . K I M L E Y - H O R N . C O M NC L I C E N S E # F - 0 1 0 2 PR E P A R E D F O R NC NE W H A N O V E R C O U N T Y Know what's below. before you dig.Call R © 2 0 2 3 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 0 0 C A R O L I N A B E A C H - EN A B L I N G P R O J E C T IM P E C C A B L E D E V E L O P M E N T 11 7 1 5 2 0 1 1 NO R T H CAROLI N A A L E X C. K I M B R ELLE NGI N E E R PRO F E SSIO N A LSEAL 053550 Pl o t t e d B y : Ro d r i g u e z , A l e x M . S h e e t S e t : 68 0 0 C a r o l i n a B e a c h - R e s i d e n t i a l L a y o u t : C4 1 0 - S C M D E S I G N P L A N Ja n u a r y 0 3 , 2 0 2 4 0 8 : 5 0 : 1 2 a m K: \ C H L _ P R J \ 1 1 7 1 5 2 I m p e c c a b l e D e v e l o p m e n t \ 0 0 4 C a r o l i n a B e a c h W i l m i n g t o n \ 0 2 - D W G \ P l a n S h e e t s \ R e s i d e n t i a l \ C 4 1 0 - S C M . d w g SC M D E S I G N P L A N C410 01 / 0 2 / 2 0 2 4 TA C AM R AC K NORTH FOREBAY 6" IMPERMEABLE LINER (CLAY OR SYNTHETIC) TO BE INSTALLED AT POND BOTTOM TO MAINTAIN PERMANENT POOL ELEVATION. LINER DESIGN TO BE PROVIDED BY GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. GEOTECHNICAL ENGINEER TO PROVIDE INFILTRATION TESTING FOLLOWING INSTALLATION TO INSURE IT MEETS THE INFILTRATION REQUIREMENTS. PERMANENT POOL ELEVATION = 15.75 TEMPORARY INUNDATION ZONE ELEVATION = 17.00 10 YEAR WSE = 18.09 25 YEAR WSE = 18.56 2 YEAR WSE = 17.02 TOP OF DAM ELEVATION = 20.50 TEMPORARY INUNDATION ZONE TOPSOIL MINIMUM DEPTH OF 2' IN-SITU SOIL NON-FOREBAY DEEP POOL NON-FOREBAY DEEP POOL SHALLOW WATER EMERGENCY SPILLWAY ELEVATION = 19.10 OUTLET CONTROL STRUCTURE (SHEET C415) ANTI-FLOATATION CONCRETE EXISTING GRADE PROPOSED GRADE ENLARGED WETLAND DETAIL SEE EMBANKMENT SPEC NOTES SHEET C003 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH P R O J E C T 20 0 S O U T H T R Y O N S T , S U I T E 2 0 0 , C H A R L O T T E , N C 2 8 2 0 2 PH O N E : 7 0 4 - 3 3 3 - 5 1 3 1 WW W . K I M L E Y - H O R N . C O M NC L I C E N S E # F - 0 1 0 2 PR E P A R E D F O R NC NE W H A N O V E R C O U N T Y Know what's below. before you dig.Call R © 2 0 2 3 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 0 0 C A R O L I N A B E A C H - EN A B L I N G P R O J E C T IM P E C C A B L E D E V E L O P M E N T 11 7 1 5 2 0 1 1 NO R T H CAROLI N A A L E X C. K I M B R ELLE NGI N E E R PRO F E SSIO N A LSEAL 053550 Pl o t t e d B y : Ro d r i g u e z , A l e x M . S h e e t S e t : 68 0 0 C a r o l i n a B e a c h - R e s i d e n t i a l L a y o u t : C4 1 5 - S C M - D T L S Ja n u a r y 0 3 , 2 0 2 4 0 9 : 0 0 : 2 8 a m K: \ C H L _ P R J \ 1 1 7 1 5 2 I m p e c c a b l e D e v e l o p m e n t \ 0 0 4 C a r o l i n a B e a c h W i l m i n g t o n \ 0 2 - D W G \ P l a n S h e e t s \ R e s i d e n t i a l \ C 4 1 0 - S C M . d w g SC M D E T A I L S C415 01 / 0 2 / 2 0 2 4 TA C AM R AC K MAINTENANCE DRAIN POUR BOTTOM HALF OF BLOCK, ALLOW TO CURE HARD TO SET BOX ON TOP 4' X 4' OPEN RISER WITH TRASH RACK ELEV: 18.50' CONTROL STRUCTURE PRECAST SOLID WALL DRAINAGE STRUCTURE. APPROXIMATE PROPOSED GRADE OUTLET BARREL WITH WATERTIGHT SEAL SEE DATA TABLE THIS SHEET. PIPE TO BE BEDDED AS DIRECTED BY GEOTECHNICAL ENGINEER. REFER TO THE GRADING AND DRAINAGE PLAN SHEETS FOR PIPE INFORMATION AND OUTFALL LOCATION. POURED INVERT TO PREVENT STANDING WATER NOTES: 1.ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF AT LEAST 4000 PSI @ 28 DAYS 2.ALL STEEL TO HAVE A MINIMUM 2" CLEARANCE UNLESS OTHERWISE NOTED 3.ALL INLETS TO HAVE FIELD POURED INVERTS TO ELIMINATE STANDING WATER 4.STRUCTURE COMPONENTS SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION, PRECAST CONCRETE,CATCH BASIN, DROP INLET, AND MANHOLE, UNLESS OTHERWISE NOTED. 5.COMPOSITE CONTROL OUTLET STRUCTURE CHARACTERISTICS SHOWN MAY VARY FROM PROPOSED CONTROL STRUCTURE CHARACTERISTICS. REFER TO THE COMPOSITE CONTROL OUTLET STRUCTURE TABLE FOR EXACT LOCATIONS, SIZES, AND DIMENSIONS OF COMPOSITE CONTROL STRUCTURES AND APPURTENANCES. FRONT Ø24" OUTFALL PIPE. ELEV: 14.75' 8" PVC SCREW TYPE PLUG 8" PVC CAP WITH A 6.5" DRILLED WATER QUALITY ORIFICE. 8" PVC STUBBED INTO CONTROL STRUCTURE. PROVIDE WATER TIGHT SEAL. 8" PVC TEE TEMPORARY STORAGE VOLUME SEE PROFILES 4' CONCRETE ANT-FLOTATION BLOCK 6.5" ORIFICE WITH TURN DOWN, SEE DETAIL THIS SHEET. ELEV: 15.75' SURFACE AT OCS ELEV: 14.50' TEMPORARY POOL WSE 17.00' 25 YR STORM WSE 18.56' 4' X 4' OPEN RISER WITH TRASH RACK. SEE DETAIL THIS SHEET ELEV: 18.50' POURED INVERT TO PREVENT STANDING WATER ORIFICE ELEV: 15.75' Ø36" OUTFALL PIPE. ELEV: 14.75' 4' X 4' OPEN RISER WITH TRASH RACK ELEV: 18.50' Ø6.5" ORIFICE WITH TRASH RACK ELEV: 15.75' TURN DOWN CONTROL STRUCTURE (SEE DETAIL) CONSTRUCTION NOTES: THE WETLAND MUST BE STABILIZED WITHIN 14 DAYS OF CONSTRUCTION. CONSIDER CONSTRUCTION SEQUENCING SO THAT VEGETATION CAN BE PLANTED AND THE WETLAND BROUGHT ONLINE WITHIN 14 DAYS. PLANTS MAY NEED TO BE WATERED DURING THIS TIME IF THE DEVICE IS NOT BROUGHT ONLINE THE SAME DAY. STABILIZATION MAY BE IN THE FORM OF FINAL VEGETATION PLANTINGS OR A TEMPORARY MEANS UNTIL THE VEGETATION BECOMES ESTABLISHED. A GOOD TEMPORARY MEANS OF STABILIZATION IS A WET HYDROSEED MIX. FOR RAPID GERMINATION, SCARIFY THE SOIL TO A HALF-INCH PRIOR TO HYDROSEEDING. INLET AND OUTLET CHANNELS SHOULD BE PROTECTED FROM SCOUR THAT MAY OCCUR DURING PERIODS OF HIGH FLOW. STANDARD EROSION CONTROL MEASURES SHOULD BE USED. THE LAND QUALITY SECTION OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES AND THE U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCE CONSERVATION SERVICE (NRCS) CAN PROVIDE INFORMATION ON EROSION AND SEDIMENT CONTROL TECHNIQUES. THE STORMWATER WETLAND SHOULD BE STAKED AT THE ONSET OF THE PLANTING SEASON. WATER DEPTHS IN THE WETLAND SHOULD BE MEASURED TO CONFIRM THE ORIGINAL PLANTING ZONES. AT THIS TIME, IT MAY BE NECESSARY TO MODIFY THE PLANTING PLAN TO REFLECT ALTERED DEPTHS OR THE AVAILABILITY OF WETLAND PLANT STOCK. SURVEYED PLANTING ZONES SHOULD BE MARKED ON AN "AS-BUILT" OR RECORD DESIGN PLAN AND LOCATED IN THE FIELD USING STAKES OR FLAGS. THE WETLAND DRAIN SHOULD BE FULLY OPENED FOR NO MORE THAN 3 DAYS PRIOR TO THE PLANTING DATE (WHICH SHOULD COINCIDE WITH THE DELIVERY DATE FOR THE WETLAND PLANT STOCK) TO PRESERVE SOIL MOISTURE AND WORKABILITY. THE MOST COMMON AND RELIABLE TECHNIQUE FOR ESTABLISHING AN EMERGENT WETLAND COMMUNITY IN A STORMWATER WETLAND IS TO TRANSPLANT NURSERY STOCK OBTAINED FROM LOCAL AQUATIC PLANT NURSERIES. THE OPTIMAL PERIOD FOR TRANSPLANTING EXTENDS FROM EARLY APRIL TO MID-JUNE SO THAT THE WETLAND PLANTS WILL HAVE A FULL GROWING SEASON TO BUILD THE ROOT RESERVES NEEDED TO SURVIVE THE WINTER. HOWEVER, SOME SPECIES MAY BE PLANTED SUCCESSFULLY IN EARLY FALL. CONTACT YOUR NURSERY WELL IN ADVANCE OF CONSTRUCTION TO ENSURE THAT THEY WILL HAVE THE DESIRED SPECIES AVAILABLE. POST-NURSERY CARE OF WETLAND PLANT IS VERY IMPORTANT IN THE INTERVAL BETWEEN DELIVERY OF THE PLANTS AND THEIR SUBSEQUENT INSTALLATION BECAUSE THEY ARE PRONE TO DESICCATION. STOCK SHOULD BE FREQUENTLY WATERED AND SHADED. SAFETY CONSIDERATIONS THE PERMANENT POOL OF WATER PRESENTS AN ATTRACTIVE PLAY AREA TO CHILDREN AND THUS MAY CREATE SAFETY PROBLEMS. ENGINEERING DESIGN FEATURES THAT DISCOURAGE CHILD ACCESS ARE RECOMMENDED. TRASH RACKS AND OTHER DEBRIS-CONTROL STRUCTURES SHOULD BE SIZED TO PREVENT ENTRY BY CHILDREN. OTHER SAFETY CONSIDERATIONS INCLUDE USING FENCES AROUND THE SPILLWAY STRUCTURE, EMBANKMENT, AND STORMWATER WETLAND SLOPES; USING SHALLOW SAFETY BENCHES AROUND THE STORMWATER WETLAND; AND POSTING WARNING SIGNS. FENCING OF STORMWATER WETLANDS IS NOT GENERALLY AESTHETICALLY PLEASING BUT MAY BE REQUIRED BY THE LOCAL REVIEW AUTHORITY. A PREFERRED METHOD IS TO ENGINEER THE CONTOURS OF THE STORMWATER WETLAND TO ELIMINATE DROPOFFS AND OTHER SAFETY HAZARDS AS DISCUSSED ABOVE. RISER OPENINGS MUST RESTRICT UNAUTHORIZED ACCESS. ENDWALLS ABOVE PIPE OUTFALLS GREATER THAN 48 INCHES IN DIAMETER MUST BE FENCED TO PREVENT FALLS. 40" (W) X 12" (H) ORIFICE ELEV: 17.50' PERMANENT POOL WSE 15.75' MAINTENANCE DRAIN INVERT AT 619.50' 6" DIP MAINTENANCE DRAIN. INVERT IN ELEVATION = 15.75' ANTI-SEEP COLLAR TO BE INSTALLED ON OUTLET PIPE. SEE DETAIL THIS SHEET. INSTALL RIP-RAP SURROUNDING MAINTENANCE DRAIN (TYP.) STEPS EMERGENCY DRAIN TEMPORARY POOL ORIFICE WITH TRASH RACK ELEV:17.50' LOCKABLE ACCESS HATCH WITH A MINIMUM CLEAR SPACE OF 2.0' X 3.0'. ALIGN ACCESS HATCH WITH STRUCTURE STEPS. SEE DETAIL THIS SHEET 54.4" (W) X 54.4" (D) X 12.9" (H) CONTECH PLASTIC STORM RACK. SEE DETAIL THIS SHEET. 40" (W) X 12" (H) ORIFICE AND CONTECH PLASTIC STORM RACK. SEE DETAIL THIS SHEET. BARREL INVERT = 14.95' POLYPROPYLENE PLASTIC STEPS. PLACE AS NEEDED BOTH INSIDE AND OUTSIDE OF RISER STRUCTURE. SEE DETAIL SHEET C907. 10 YR STORM WSE 18.09' NOT TO SCALE REV.12/01/2017 SECTION C-CSECTION B-B PROFILE VIEW SECTION A-A 1.50' MIN. FILTER DIAPHRAM 1-YR STORM WSE 16.56' 2-YR STORM WSE 17.02' C C EMERGENCY SPILLWAY (IF SHOWN ON PLANS) 3' MIN 1' SEE OUTLET CONTROL STRUCTURE PROFILE 50' TOP OF BERM ELEVATION 936 NON-WOVEN GEOTEXTILE FABRIC SECTION A-A 3' MIN 1' POND 3' MIN TIE-IN EMBANKMENT - SEE EMBANKMENT NOTES AND SPECIFICATIONS NON-WOVEN GEOTEXTILE FABRIC EMERGENCY SPILLWAY WEIR INVERT ELEV:935 FT RIP RAP SEE PLAN VIEW FOR SIZE AND DEPTH OF APPLICATION TIE IN MIN. 1.0' ALL SIDES SCALE:REV.12/01/2017 1' MIN TIE-IN EXTEND RIP RAP AND NON WOVEN FILTER FABRIC TO NATURAL GROUND EMERGENCY SPILLWAY NOT TO SCALE ES CLASS I RIP RAP ELEV. = 15.75' APPENDIX C: STORMWATER CONVEYANCE NETWORK C1: INLET DRAINAGE AREA MAP LS B LS B LSBLSB LS B LSBLSBLSBLSBLSB LS B LS B LS B LSB LSB LSB LSB LSB LS B LSBBS L BSL BSL BSL BSL BSL BSL BSL BSL BS L BS L BS L BSL BS L BSLBSLBSLBSLBSL BS L LSB LSB LSB LSB LS B LS B LS B LS B LS B LSBLSB LS B LSBLSBLSBLSBLSB LS B LS B LS B LSB LSB LSB LSB LSB LS B LSBBS L BSL BSL BSL BSL BSL BSL BSL BSL BS L BS L BS L BSL BS L BSLBSLBSLBSLBSL BS L LSB LSB LSB LSB LS B LS B LS B CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M > Wa Le Wa 15 20 2 0 25 25 30 30 14 16 1 7 1 7 18 1 8 1 9 19 21 2 1 2 2 22 23 23 24 2 4 26 26 27 2 7 28 28 29 29 31 31 32 32 33 33 34 BS L BS L BS L LSB LSB LSB LSB LS B LS B LS B 11 9 9 8 U59FB-L 5,919 GSF VA N 8 5 DE DEDEDE DE DE DE DE M Catchment - (1) STR:S6.2 0.12 AC 5,293.35 SF C=0.9. Tc:5 Catchment - (2) STR:S6.1 0.10 AC 4,208.68 SF C=0.9. Tc:5 Catchment - (3) STR:S6 0.13 AC 5,765.17 SF C=0.9. Tc:5 Catchment - (4) STR:S5 0.02 AC 933.99 SF C=0.9. Tc:5 Catchment - (5) STR:s5.1 0.05 AC 2,249.80 SF C=1.0. Tc:5 Catchment - (6) STR:S7.1 0.16 AC 6,873.27 SF C=0.9. Tc:5 Catchment - (7) STR:S7 0.14 AC 5,981.59 SF C=0.9. Tc:5 Catchment - (8) STR:S9.3 0.10 AC 4,251.89 SF C=0.8. Tc:5 Catchment - (11) STR:S9.2 0.22 AC 9,536.35 SF C=0.2. Tc:5 Catchment - (13) STR:S9 0.15 AC 6,491.11 SF C=1.0. Tc:5 Catchment - (14) STR:S8 0.13 AC 5,551.00 SF C=0.9. Tc:5 Catchment - (15) STR:S4 0.09 AC 3,907.36 SF C=1.0. Tc:5 Catchment - (16) STR:S4.1 1.45 AC 63,097.47 SF C=0.2. Tc:5 Catchment - (17) STR:S3 0.03 AC 1,303.47 SF C=1.0. Tc:5Catchment - (18) STR:S2 0.15 AC 6,504.68 SF C=1.0. Tc:5 Catchment - (9) STR:S9.11 0.07 AC 2,908.35 SF C=1.0. Tc:5 Catchment - (10) STR:S9.1 0.13 AC 5,490.63 SF C=0.7. Tc:5 Catchment - (45) STR:S6.3 0.19 AC 8,376.80 SF C=0.9. Tc:5 Catchment - (46) STR:S6.4 0.18 AC 7,659.89 SF C=0.9. Tc:5 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH P R O J E C T 20 0 S O U T H T R Y O N S T , S U I T E 2 0 0 , C H A R L O T T E , N C 2 8 2 0 2 PH O N E : 7 0 4 - 3 3 3 - 5 1 3 1 WW W . K I M L E Y - H O R N . C O M NC L I C E N S E # F - 0 1 0 2 PR E P A R E D F O R NC NE W H A N O V E R C O U N T Y Know what's below. before you dig.Call R © 2 0 2 3 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 0 0 C A R O L I N A B E A C H - EN A B L I N G P R O J E C T IM P E C C A B L E D E V E L O P M E N T 11 7 1 5 2 0 1 1 NO R T H CAROLI N A A L E X C. K I M B R ELLE NGI N E E R PRO F E SSIO N A LSEAL 053550 Pl o t t e d B y : Ro d r i g u e z , A l e x M . S h e e t S e t : 68 0 0 C a r o l i n a B e a c h R o a d L a y o u t : C4 0 9 - I N L E T A R E A M A P Fe b r u a r y 0 1 , 2 0 2 4 1 0 : 1 5 : 3 8 a m K: \ C H L _ P R J \ 1 1 7 1 5 2 I m p e c c a b l e D e v e l o p m e n t \ 0 0 4 C a r o l i n a B e a c h W i l m i n g t o n \ 0 2 - D W G \ P l a n S h e e t s \ R e s i d e n t i a l \ C 4 0 7 - I N L E T A R E A M A P . d w g NORTH IN L E T A R E A M A P C405 TA C AM R AC K LEGEND DRAINAGE AREA SOIL BOUNDARY SOIL TYPECo 01 / 3 1 / 2 0 2 4 C2: DRAINAGE AREA CN AND TC CALCULATIONS Project Information Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:9/6/2023 Checked by:Date: Minimum Time of Concentration 5.0 minutes 2YR-24HR Rainfall, P2 4.86 Drainage Area:POA-1 Flow Length, L (ft)Slope, s (ft/ft) Manning's Roughness Coefficient, n Two-year, 24-hr rainfall, P2 (in) Paved or Unpaved Cross Sectional Area of Flow, A (ft2) Wetted Perimeter, pw (ft) Hydraulic radius, r (ft) Average Velocity, V (ft/s)** Travel Time, Tt (min) SHEET T1 SHEET FLOW 100.00 0.016 0.15 4.86 U 0.00 0.00 #DIV/0!0.00 8.78 SHALLOW CONCENTRATED T2 SHALLOW CONCENTRATED FLOW 1322.00 0.011 0.15 0.00 U 0.00 0.00 #DIV/0!1.72 12.79 21.57 Drainage Area:POA-1 Onsite Flow Length, L (ft)Slope, s (ft/ft) Manning's Roughness Coefficient, n Two-year, 24-hr rainfall, P2 (in) Paved or Unpaved Cross Sectional Area of Flow, A (ft2) Wetted Perimeter, pw (ft) Hydraulic radius, r (ft) Average Velocity, V (ft/s)** Travel Time, Tt (min) SHEET T1 SHEET FLOW 100.00 0.011 0.15 4.86 U 0.00 0.00 #DIV/0!0.00 9.96 SHALLOW CONCENTRATED 61.80 0.018 P 2.73 0.38 CHANNEL T2 CHANNEL FLOW 839.00 0.009 0.01 0.00 P 2.40 4.00 0.60 7.73 1.81 SHALLOW CONCENTRATED T3 SHALLOW CONCENTRATED FLOW 588.00 0.01 0.15 0.00 U 4.00 6.00 0.67 1.45 6.76 18.90 Drainage Area:POA-1 Bypass Flow Length, L (ft)Slope, s (ft/ft) Manning's Roughness Coefficient, n Two-year, 24-hr rainfall, P2 (in) Paved or Unpaved Cross Sectional Area of Flow, A (ft2) Wetted Perimeter, pw (ft) Hydraulic radius, r (ft) Average Velocity, V (ft/s)** Travel Time, Tt (min) SHEET T1 SHEET FLOW 100.00 0.003 0.15 4.86 U 0.00 0.00 #DIV/0!0.00 16.98 SHALLOW CONCENTRATED T2 SHALLOW CONCENTRATED FLOW 1291.00 0.012 0.15 0.00 U 0.00 0.00 #DIV/0!1.77 12.17 29.15 Pre-Development Time of Concentration, POA-1 Pre vs. Post Runoff Analysis Time of Concentration 6800 Carolina Beach Pre-Development Post-Developmet Post-Developmet Time of Concentration, POA-1 Bypass Post-Developmet Post-Developmet Time of Concentration, POA-1 Onsite Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Drainage Area:S2 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) WOODS Good condition (grass cover >75%)A 0.15 39.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.15 0.15 Drainage Area:S3 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Good condition (grass cover >75%)A 0.15 39.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.30 0.30 Post-Development COMPOSITE C-VALUE - S2 0.96 COMPOSITE SCS CURVE NUMBER - S2 98.00 Post-Development COMPOSITE C-VALUE - S3 0.96 COMPOSITE SCS CURVE NUMBER - S3 98.00 Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Drainage Area:S4 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.09 0.09 Drainage Area:S4.1 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 1.43 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.02 1.45 Drainage Area:S5 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.02 0.02 Post-Development COMPOSITE C-VALUE - S4.1 0.16 36.86 COMPOSITE C-VALUE - S4 0.96 COMPOSITE SCS CURVE NUMBER - S4 98.00 COMPOSITE SCS CURVE NUMBER - S4.1 Post-Development Post-Development CUSTOM COMPOSITE C-VALUE - S5 0.92 COMPOSITE SCS CURVE NUMBER - S5 95.21 Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Drainage Area:S5.1 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.05 0.05 Drainage Area:S6 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.01 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.12 0.13 Drainage Area:S6.1 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.01 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.09 0.10 Post-Development CUSTOM COMPOSITE C-VALUE - S5.1 0.95 COMPOSITE SCS CURVE NUMBER - S5.1 96.90 Post-Development CUSTOM COMPOSITE C-VALUE - S6 0.90 93.23 COMPOSITE C-VALUE - S6.1 0.88 91.80 Post-Development CUSTOM COMPOSITE SCS CURVE NUMBER - S6.1 COMPOSITE SCS CURVE NUMBER - S6 Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Drainage Area:S6.2 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.01 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.11 0.12 Drainage Area:S6.3 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.01 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.18 0.19 Drainage Area:S6.4 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.18 0.18 Drainage Area:S7.1 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.02 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.14 0.16 COMPOSITE SCS CURVE NUMBER - S6.2 92.83 Post-Development CUSTOM COMPOSITE C-VALUE - S7.1 0.87 COMPOSITE SCS CURVE NUMBER - S7.1 90.95 Post-Development CUSTOM COMPOSITE C-VALUE - S6.3 0.91 COMPOSITE SCS CURVE NUMBER - S6.3 94.49 Post-Development CUSTOM COMPOSITE C-VALUE - S6.4 0.96 98.00COMPOSITE SCS CURVE NUMBER - S6.4 Post-Development CUSTOM COMPOSITE C-VALUE - S6.2 0.89 Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Drainage Area:S7 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.14 0.14 Drainage Area:S8 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.02 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.11 0.13 Drainage Area:S9 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.15 0.15 Post-Development CUSTOM COMPOSITE C-VALUE - S8 0.86 COMPOSITE SCS CURVE NUMBER - S8 90.08 Post-Development CUSTOM COMPOSITE C-VALUE - S7 0.94 COMPOSITE SCS CURVE NUMBER - S7 96.36 Post-Development CUSTOM COMPOSITE C-VALUE - S9 0.96 COMPOSITE SCS CURVE NUMBER - S9 98.00 Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Drainage Area:S9.2 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.21 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.01 0.22 Drainage Area:S9.1 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.04 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.09 0.13 Drainage Area:S9.11 COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.00 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.06 0.06 Post-Development CUSTOM COMPOSITE C-VALUE - S9.2 0.19 COMPOSITE SCS CURVE NUMBER - S9.2 38.82 Post-Development CUSTOM COMPOSITE C-VALUE - S9.11 0.96 COMPOSITE SCS CURVE NUMBER - S9.11 98.00 Post-Development CUSTOM COMPOSITE C-VALUE - S9.1 0.71 COMPOSITE SCS CURVE NUMBER - S9.1 78.92 Project Name: KHA Project #: Designed by:LDS Date:6/26/2023 Revised by:ACW Date:10/30/2023 Revised by:AMR Date:1/2/2024 Checked by:Date: Pre vs. Post Runoff Analysis Composite CN and Crat 6800 Carolina Beach Drainage Area:S9.3 (ROADWAY INLET) COVER DESCRIPTION HYDROLOGIC CONDITION OR COVER TYPE HYDROLOGIC SOIL GROUP RATIONAL C-VALUE (CRAT) SCS CURVE NUMBER (CN) AREA, A (ac.) OPEN_SPACE Fair condition (grass cover 50 to 75%)A 0.15 36.00 0.02 IMPERVIOUS Paved parking lots, roofs, driveways, etc. (excluding right of way)A 0.96 98.00 0.08 0.10COMPOSITE C-VALUE - S9.3 (ROADWAY INLET)0.80 Post-Development CUSTOM COMPOSITE SCS CURVE NUMBER - S9.3 (ROADWAY INLET)85.60 C3A: HYDROCAD CALCULATIONS 1S PRE-POA 1 4S POST-POA 1 ONSITE 7S POST POA 1 BYPASS 5P Wetland 6P POST POA 1 Routing Diagram for 2024-0129 - Wetland Wawa Prepared by Kimley-Horn & Associates, Printed 2/1/2024 HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-year Type III 24-hr Default 24.00 1 4.86 2 2 10-year Type III 24-hr Default 24.00 1 7.56 2 3 25-Year Type III 24-hr Default 24.00 1 9.49 2 4 100-Year Type III 24-hr Default 24.00 1 13.20 2 2024-0129 - Wetland Wawa Printed 2/1/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 13.070 36 (1S) 3.120 60 (1S) 3.690 98 (1S, 4S) 13.940 39 (4S, 7S) 2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 5P 14.75 13.80 72.0 0.0132 0.013 0.0 24.0 0.0 Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-POA 1 Runoff =1.49 cfs @ 12.62 hrs, Volume=0.445 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=4.86" Area (ac) CN Description *13.070 36 *3.120 60 *0.720 98 16.910 43 Weighted Average 16.190 95.74% Pervious Area 0.720 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.9 Direct Entry, Subcatchment 1S: PRE-POA 1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 1 0 Type III 24-hr 2-year Rainfall=4.86" Runoff Area=16.910 ac Runoff Volume=0.445 af Runoff Depth=0.32" Tc=22.9 min CN=43 1.49 cfs Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST-POA 1 ONSITE Runoff =8.30 cfs @ 12.28 hrs, Volume=0.893 af, Depth= 1.78" Routed to Pond 5P : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=4.86" Area (ac) CN Description *3.050 39 *2.970 98 6.020 68 Weighted Average 3.050 50.66% Pervious Area 2.970 49.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.9 Direct Entry, Subcatchment 4S: POST-POA 1 ONSITE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-year Rainfall=4.86" Runoff Area=6.020 ac Runoff Volume=0.893 af Runoff Depth=1.78" Tc=18.9 min CN=68 8.30 cfs Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST POA 1 BYPASS Runoff =0.26 cfs @ 13.95 hrs, Volume=0.157 af, Depth= 0.17" Routed to Pond 6P : POST POA 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=4.86" Area (ac) CN Description *10.890 39 10.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 29.3 Direct Entry, Subcatchment 7S: POST POA 1 BYPASS Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-year Rainfall=4.86" Runoff Area=10.890 ac Runoff Volume=0.157 af Runoff Depth=0.17" Tc=29.3 min CN=39 0.26 cfs Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: PRE-POA 2 Runoff =0.10 cfs @ 14.97 hrs, Volume=0.063 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=4.86" Area (ac) CN Description *6.460 36 *0.110 98 6.570 37 Weighted Average 6.460 98.33% Pervious Area 0.110 1.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 19.9 Direct Entry, Subcatchment 9S: PRE-POA 2 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-year Rainfall=4.86" Runoff Area=6.570 ac Runoff Volume=0.063 af Runoff Depth=0.11" Tc=19.9 min CN=37 0.10 cfs Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Wetland Inflow Area =6.020 ac, 49.34% Impervious, Inflow Depth = 1.78" for 2-year event Inflow =8.30 cfs @ 12.28 hrs, Volume=0.893 af Outflow =1.11 cfs @ 13.79 hrs, Volume=0.893 af, Atten= 87%, Lag= 90.6 min Primary =1.11 cfs @ 13.79 hrs, Volume=0.893 af Routed to Pond 6P : POST POA 1 Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Pond 6P : POST POA 1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 17.02' @ 13.79 hrs Surf.Area= 15,019 sf Storage= 17,750 cf Plug-Flow detention time= 281.8 min calculated for 0.893 af (100% of inflow) Center-of-Mass det. time= 281.4 min ( 1,147.8 - 866.4 ) Volume Invert Avail.Storage Storage Description #1 15.75'80,334 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 15.75 13,019 0 0 16.00 13,405 3,303 3,303 17.00 14,993 14,199 17,502 18.00 16,644 15,819 33,321 19.00 18,351 17,498 50,818 20.00 20,115 19,233 70,051 20.50 21,018 10,283 80,334 Device Routing Invert Outlet Devices #1 Primary 14.75'24.0" Round Culvert L= 72.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 14.75' / 13.80' S= 0.0132 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 15.75'6.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 17.50'40.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 18.50'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 19.10'65.0' long x 10.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.11 cfs @ 13.79 hrs HW=17.02' (Free Discharge) 1=Culvert (Passes 1.11 cfs of 17.02 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.11 cfs @ 4.80 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.75' (Free Discharge) 5=Emergency Spillway ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 5P: Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.020 ac Peak Elev=17.02' Storage=17,750 cf 8.30 cfs 1.11 cfs 1.11 cfs 0.00 cfs Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 1HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Wetland Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 15.75 0.00 0.00 0.002.50 0.00 0 15.75 0.00 0.00 0.00 5.00 0.00 0 15.75 0.00 0.00 0.00 7.50 0.00 0 15.75 0.00 0.00 0.00 10.00 0.00 0 15.75 0.00 0.00 0.00 12.50 5.88 12,919 16.68 0.90 0.90 0.00 15.00 0.77 16,948 16.96 1.08 1.08 0.00 17.50 0.40 12,929 16.68 0.90 0.90 0.00 20.00 0.27 8,720 16.38 0.67 0.67 0.00 22.50 0.22 5,915 16.18 0.44 0.44 0.00 25.00 0.00 4,033 16.05 0.25 0.25 0.00 27.50 0.00 2,533 15.94 0.11 0.11 0.00 30.00 0.00 1,811 15.89 0.06 0.06 0.00 32.50 0.00 1,394 15.86 0.04 0.04 0.00 35.00 0.00 1,132 15.84 0.02 0.02 0.00 37.50 0.00 943 15.82 0.02 0.02 0.00 40.00 0.00 803 15.81 0.01 0.01 0.00 42.50 0.00 700 15.80 0.01 0.01 0.00 45.00 0.00 624 15.80 0.01 0.01 0.00 47.50 0.00 562 15.79 0.01 0.01 0.00 50.00 0.00 506 15.79 0.01 0.01 0.00 52.50 0.00 455 15.78 0.01 0.01 0.00 55.00 0.00 410 15.78 0.00 0.00 0.00 57.50 0.00 369 15.78 0.00 0.00 0.00 60.00 0.00 332 15.78 0.00 0.00 0.00 62.50 0.00 299 15.77 0.00 0.00 0.00 65.00 0.00 269 15.77 0.00 0.00 0.00 67.50 0.00 242 15.77 0.00 0.00 0.00 70.00 0.00 218 15.77 0.00 0.00 0.00 72.50 0.00 196 15.76 0.00 0.00 0.00 75.00 0.00 177 15.76 0.00 0.00 0.00 77.50 0.00 159 15.76 0.00 0.00 0.00 80.00 0.00 143 15.76 0.00 0.00 0.00 82.50 0.00 129 15.76 0.00 0.00 0.00 85.00 0.00 116 15.76 0.00 0.00 0.00 87.50 0.00 104 15.76 0.00 0.00 0.00 90.00 0.00 94 15.76 0.00 0.00 0.00 92.50 0.00 85 15.76 0.00 0.00 0.00 95.00 0.00 76 15.76 0.00 0.00 0.00 97.50 0.00 69 15.76 0.00 0.00 0.00 100.00 0.00 62 15.75 0.00 0.00 0.00 102.50 0.00 56 15.75 0.00 0.00 0.00 105.00 0.00 50 15.75 0.00 0.00 0.00 107.50 0.00 45 15.75 0.00 0.00 0.00 110.00 0.00 40 15.75 0.00 0.00 0.00 112.50 0.00 36 15.75 0.00 0.00 0.00 115.00 0.00 33 15.75 0.00 0.00 0.00 117.50 0.00 30 15.75 0.00 0.00 0.00 120.00 0.00 27 15.75 0.00 0.00 0.00 Type III 24-hr 2-year Rainfall=4.86"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: POST POA 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area =16.910 ac, 17.56% Impervious, Inflow Depth > 0.74" for 2-year event Inflow =1.37 cfs @ 13.91 hrs, Volume=1.049 af Primary =1.37 cfs @ 13.91 hrs, Volume=1.049 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 6P: POST POA 1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 1 0 Inflow Area=16.910 ac 1.37 cfs1.37 cfs Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-POA 1 Runoff =12.72 cfs @ 12.41 hrs, Volume=1.869 af, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=7.56" Area (ac) CN Description *13.070 36 *3.120 60 *0.720 98 16.910 43 Weighted Average 16.190 95.74% Pervious Area 0.720 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.9 Direct Entry, Subcatchment 1S: PRE-POA 1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-year Rainfall=7.56" Runoff Area=16.910 ac Runoff Volume=1.869 af Runoff Depth=1.33" Tc=22.9 min CN=43 12.72 cfs Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST-POA 1 ONSITE Runoff =18.75 cfs @ 12.27 hrs, Volume=1.941 af, Depth= 3.87" Routed to Pond 5P : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=7.56" Area (ac) CN Description *3.050 39 *2.970 98 6.020 68 Weighted Average 3.050 50.66% Pervious Area 2.970 49.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.9 Direct Entry, Subcatchment 4S: POST-POA 1 ONSITE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-year Rainfall=7.56" Runoff Area=6.020 ac Runoff Volume=1.941 af Runoff Depth=3.87" Tc=18.9 min CN=68 18.75 cfs Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST POA 1 BYPASS Runoff =4.66 cfs @ 12.57 hrs, Volume=0.888 af, Depth= 0.98" Routed to Pond 6P : POST POA 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=7.56" Area (ac) CN Description *10.890 39 10.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 29.3 Direct Entry, Subcatchment 7S: POST POA 1 BYPASS Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 5 4 3 2 1 0 Type III 24-hr 10-year Rainfall=7.56" Runoff Area=10.890 ac Runoff Volume=0.888 af Runoff Depth=0.98" Tc=29.3 min CN=39 4.66 cfs Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Wetland Inflow Area =6.020 ac, 49.34% Impervious, Inflow Depth = 3.87" for 10-year event Inflow =18.75 cfs @ 12.27 hrs, Volume=1.941 af Outflow =6.49 cfs @ 12.73 hrs, Volume=1.940 af, Atten= 65%, Lag= 27.8 min Primary =6.49 cfs @ 12.73 hrs, Volume=1.940 af Routed to Pond 6P : POST POA 1 Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Pond 6P : POST POA 1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 18.09' @ 12.73 hrs Surf.Area= 16,803 sf Storage= 34,947 cf Plug-Flow detention time= 233.5 min calculated for 1.940 af (100% of inflow) Center-of-Mass det. time= 233.3 min ( 1,076.9 - 843.6 ) Volume Invert Avail.Storage Storage Description #1 15.75'80,334 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 15.75 13,019 0 0 16.00 13,405 3,303 3,303 17.00 14,993 14,199 17,502 18.00 16,644 15,819 33,321 19.00 18,351 17,498 50,818 20.00 20,115 19,233 70,051 20.50 21,018 10,283 80,334 Device Routing Invert Outlet Devices #1 Primary 14.75'24.0" Round Culvert L= 72.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 14.75' / 13.80' S= 0.0132 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 15.75'6.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 17.50'40.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 18.50'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 19.10'65.0' long x 10.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.47 cfs @ 12.73 hrs HW=18.09' (Free Discharge) 1=Culvert (Passes 6.47 cfs of 23.15 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.60 cfs @ 6.93 fps) 3=Orifice/Grate (Orifice Controls 4.87 cfs @ 2.47 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.75' (Free Discharge) 5=Emergency Spillway ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 5P: Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.020 ac Peak Elev=18.09' Storage=34,947 cf 18.75 cfs 6.49 cfs 6.49 cfs 0.00 cfs Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Wetland Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 15.75 0.00 0.00 0.002.50 0.00 0 15.75 0.00 0.00 0.00 5.00 0.00 0 15.75 0.00 0.00 0.00 7.50 0.00 0 15.75 0.00 0.00 0.00 10.00 0.30 631 15.80 0.01 0.01 0.00 12.50 12.39 32,178 17.93 4.53 4.53 0.00 15.00 1.47 27,290 17.62 1.85 1.85 0.00 17.50 0.74 23,495 17.38 1.29 1.29 0.00 20.00 0.50 17,923 17.03 1.11 1.11 0.00 22.50 0.40 12,904 16.68 0.90 0.90 0.00 25.00 0.00 8,194 16.34 0.63 0.63 0.00 27.50 0.00 4,250 16.07 0.27 0.27 0.00 30.00 0.00 2,628 15.95 0.12 0.12 0.00 32.50 0.00 1,861 15.89 0.06 0.06 0.00 35.00 0.00 1,425 15.86 0.04 0.04 0.00 37.50 0.00 1,153 15.84 0.03 0.03 0.00 40.00 0.00 958 15.82 0.02 0.02 0.00 42.50 0.00 815 15.81 0.01 0.01 0.00 45.00 0.00 709 15.80 0.01 0.01 0.00 47.50 0.00 631 15.80 0.01 0.01 0.00 50.00 0.00 568 15.79 0.01 0.01 0.00 52.50 0.00 511 15.79 0.01 0.01 0.00 55.00 0.00 460 15.78 0.01 0.01 0.00 57.50 0.00 414 15.78 0.00 0.00 0.00 60.00 0.00 373 15.78 0.00 0.00 0.00 62.50 0.00 335 15.78 0.00 0.00 0.00 65.00 0.00 302 15.77 0.00 0.00 0.00 67.50 0.00 272 15.77 0.00 0.00 0.00 70.00 0.00 245 15.77 0.00 0.00 0.00 72.50 0.00 220 15.77 0.00 0.00 0.00 75.00 0.00 198 15.77 0.00 0.00 0.00 77.50 0.00 178 15.76 0.00 0.00 0.00 80.00 0.00 161 15.76 0.00 0.00 0.00 82.50 0.00 145 15.76 0.00 0.00 0.00 85.00 0.00 130 15.76 0.00 0.00 0.00 87.50 0.00 117 15.76 0.00 0.00 0.00 90.00 0.00 105 15.76 0.00 0.00 0.00 92.50 0.00 95 15.76 0.00 0.00 0.00 95.00 0.00 85 15.76 0.00 0.00 0.00 97.50 0.00 77 15.76 0.00 0.00 0.00 100.00 0.00 69 15.76 0.00 0.00 0.00 102.50 0.00 62 15.75 0.00 0.00 0.00 105.00 0.00 56 15.75 0.00 0.00 0.00 107.50 0.00 50 15.75 0.00 0.00 0.00 110.00 0.00 45 15.75 0.00 0.00 0.00 112.50 0.00 41 15.75 0.00 0.00 0.00 115.00 0.00 37 15.75 0.00 0.00 0.00 117.50 0.00 33 15.75 0.00 0.00 0.00 120.00 0.00 30 15.75 0.00 0.00 0.00 Type III 24-hr 10-year Rainfall=7.56"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: POST POA 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area =16.910 ac, 17.56% Impervious, Inflow Depth = 2.01" for 10-year event Inflow =10.80 cfs @ 12.66 hrs, Volume=2.828 af Primary =10.80 cfs @ 12.66 hrs, Volume=2.828 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 6P: POST POA 1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.910 ac10.80 cfs10.80 cfs Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-POA 1 Runoff =25.67 cfs @ 12.37 hrs, Volume=3.280 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=9.49" Area (ac) CN Description *13.070 36 *3.120 60 *0.720 98 16.910 43 Weighted Average 16.190 95.74% Pervious Area 0.720 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.9 Direct Entry, Subcatchment 1S: PRE-POA 1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-Year Rainfall=9.49" Runoff Area=16.910 ac Runoff Volume=3.280 af Runoff Depth=2.33" Tc=22.9 min CN=43 25.67 cfs Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST-POA 1 ONSITE Runoff =26.80 cfs @ 12.26 hrs, Volume=2.766 af, Depth= 5.51" Routed to Pond 5P : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=9.49" Area (ac) CN Description *3.050 39 *2.970 98 6.020 68 Weighted Average 3.050 50.66% Pervious Area 2.970 49.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.9 Direct Entry, Subcatchment 4S: POST-POA 1 ONSITE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-Year Rainfall=9.49" Runoff Area=6.020 ac Runoff Volume=2.766 af Runoff Depth=5.51" Tc=18.9 min CN=68 26.80 cfs Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST POA 1 BYPASS Runoff =10.82 cfs @ 12.50 hrs, Volume=1.669 af, Depth= 1.84" Routed to Pond 6P : POST POA 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=9.49" Area (ac) CN Description *10.890 39 10.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 29.3 Direct Entry, Subcatchment 7S: POST POA 1 BYPASS Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-Year Rainfall=9.49" Runoff Area=10.890 ac Runoff Volume=1.669 af Runoff Depth=1.84" Tc=29.3 min CN=39 10.82 cfs Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Wetland Inflow Area =6.020 ac, 49.34% Impervious, Inflow Depth = 5.51" for 25-Year event Inflow =26.80 cfs @ 12.26 hrs, Volume=2.766 af Outflow =14.24 cfs @ 12.58 hrs, Volume=2.765 af, Atten= 47%, Lag= 18.9 min Primary =14.24 cfs @ 12.58 hrs, Volume=2.765 af Routed to Pond 6P : POST POA 1 Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Pond 6P : POST POA 1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 18.56' @ 12.58 hrs Surf.Area= 17,608 sf Storage= 43,205 cf Plug-Flow detention time= 190.0 min calculated for 2.765 af (100% of inflow) Center-of-Mass det. time= 189.8 min ( 1,023.2 - 833.4 ) Volume Invert Avail.Storage Storage Description #1 15.75'80,334 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 15.75 13,019 0 0 16.00 13,405 3,303 3,303 17.00 14,993 14,199 17,502 18.00 16,644 15,819 33,321 19.00 18,351 17,498 50,818 20.00 20,115 19,233 70,051 20.50 21,018 10,283 80,334 Device Routing Invert Outlet Devices #1 Primary 14.75'24.0" Round Culvert L= 72.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 14.75' / 13.80' S= 0.0132 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 15.75'6.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 17.50'40.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 18.50'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 19.10'65.0' long x 10.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=14.15 cfs @ 12.58 hrs HW=18.56' (Free Discharge) 1=Culvert (Passes 14.15 cfs of 25.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.77 cfs @ 7.68 fps) 3=Orifice/Grate (Orifice Controls 11.55 cfs @ 3.47 fps) 4=Orifice/Grate (Weir Controls 0.82 cfs @ 0.82 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.75' (Free Discharge) 5=Emergency Spillway ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 5P: Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.020 ac Peak Elev=18.56' Storage=43,205 cf 26.80 cfs 14.24 cfs14.24 cfs 0.00 cfs Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Wetland Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 15.75 0.00 0.00 0.002.50 0.00 0 15.75 0.00 0.00 0.00 5.00 0.00 0 15.75 0.00 0.00 0.00 7.50 0.00 0 15.75 0.00 0.00 0.00 10.00 0.65 2,001 15.90 0.07 0.07 0.00 12.50 17.28 42,718 18.54 13.41 13.41 0.00 15.00 1.98 28,541 17.70 2.38 2.38 0.00 17.50 0.99 25,306 17.49 1.35 1.35 0.00 20.00 0.67 20,804 17.21 1.21 1.21 0.00 22.50 0.53 16,029 16.90 1.04 1.04 0.00 25.00 0.00 10,728 16.52 0.79 0.79 0.00 27.50 0.00 5,414 16.15 0.39 0.39 0.00 30.00 0.00 3,119 15.99 0.16 0.16 0.00 32.50 0.00 2,108 15.91 0.08 0.08 0.00 35.00 0.00 1,574 15.87 0.05 0.05 0.00 37.50 0.00 1,248 15.84 0.03 0.03 0.00 40.00 0.00 1,029 15.83 0.02 0.02 0.00 42.50 0.00 867 15.82 0.02 0.02 0.00 45.00 0.00 747 15.81 0.01 0.01 0.00 47.50 0.00 659 15.80 0.01 0.01 0.00 50.00 0.00 592 15.79 0.01 0.01 0.00 52.50 0.00 533 15.79 0.01 0.01 0.00 55.00 0.00 480 15.79 0.01 0.01 0.00 57.50 0.00 432 15.78 0.01 0.01 0.00 60.00 0.00 389 15.78 0.00 0.00 0.00 62.50 0.00 350 15.78 0.00 0.00 0.00 65.00 0.00 315 15.77 0.00 0.00 0.00 67.50 0.00 283 15.77 0.00 0.00 0.00 70.00 0.00 255 15.77 0.00 0.00 0.00 72.50 0.00 230 15.77 0.00 0.00 0.00 75.00 0.00 207 15.77 0.00 0.00 0.00 77.50 0.00 186 15.76 0.00 0.00 0.00 80.00 0.00 167 15.76 0.00 0.00 0.00 82.50 0.00 151 15.76 0.00 0.00 0.00 85.00 0.00 136 15.76 0.00 0.00 0.00 87.50 0.00 122 15.76 0.00 0.00 0.00 90.00 0.00 110 15.76 0.00 0.00 0.00 92.50 0.00 99 15.76 0.00 0.00 0.00 95.00 0.00 89 15.76 0.00 0.00 0.00 97.50 0.00 80 15.76 0.00 0.00 0.00 100.00 0.00 72 15.76 0.00 0.00 0.00 102.50 0.00 65 15.75 0.00 0.00 0.00 105.00 0.00 58 15.75 0.00 0.00 0.00 107.50 0.00 53 15.75 0.00 0.00 0.00 110.00 0.00 47 15.75 0.00 0.00 0.00 112.50 0.00 43 15.75 0.00 0.00 0.00 115.00 0.00 38 15.75 0.00 0.00 0.00 117.50 0.00 35 15.75 0.00 0.00 0.00 120.00 0.00 31 15.75 0.00 0.00 0.00 Type III 24-hr 25-Year Rainfall=9.49"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 28HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: POST POA 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area =16.910 ac, 17.56% Impervious, Inflow Depth = 3.15" for 25-Year event Inflow =24.80 cfs @ 12.55 hrs, Volume=4.435 af Primary =24.80 cfs @ 12.55 hrs, Volume=4.435 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 6P: POST POA 1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.910 ac24.80 cfs24.80 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 29HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-POA 1 Runoff =56.38 cfs @ 12.34 hrs, Volume=6.587 af, Depth= 4.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=13.20" Area (ac) CN Description *13.070 36 *3.120 60 *0.720 98 16.910 43 Weighted Average 16.190 95.74% Pervious Area 0.720 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.9 Direct Entry, Subcatchment 1S: PRE-POA 1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 100-Year Rainfall=13.20" Runoff Area=16.910 ac Runoff Volume=6.587 af Runoff Depth=4.67" Tc=22.9 min CN=43 56.38 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 30HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST-POA 1 ONSITE Runoff =42.75 cfs @ 12.26 hrs, Volume=4.444 af, Depth= 8.86" Routed to Pond 5P : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=13.20" Area (ac) CN Description *3.050 39 *2.970 98 6.020 68 Weighted Average 3.050 50.66% Pervious Area 2.970 49.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.9 Direct Entry, Subcatchment 4S: POST-POA 1 ONSITE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-Year Rainfall=13.20" Runoff Area=6.020 ac Runoff Volume=4.444 af Runoff Depth=8.86" Tc=18.9 min CN=68 42.75 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 31HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST POA 1 BYPASS Runoff =26.70 cfs @ 12.45 hrs, Volume=3.580 af, Depth= 3.95" Routed to Pond 6P : POST POA 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=13.20" Area (ac) CN Description *10.890 39 10.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 29.3 Direct Entry, Subcatchment 7S: POST POA 1 BYPASS Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-Year Rainfall=13.20" Runoff Area=10.890 ac Runoff Volume=3.580 af Runoff Depth=3.95" Tc=29.3 min CN=39 26.70 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 34HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Wetland Inflow Area =6.020 ac, 49.34% Impervious, Inflow Depth = 8.86" for 100-Year event Inflow =42.75 cfs @ 12.26 hrs, Volume=4.444 af Outflow =31.16 cfs @ 12.45 hrs, Volume=4.443 af, Atten= 27%, Lag= 11.3 min Primary =27.98 cfs @ 12.45 hrs, Volume=4.410 af Routed to Pond 6P : POST POA 1 Secondary =3.17 cfs @ 12.45 hrs, Volume=0.034 af Routed to Pond 6P : POST POA 1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 19.17' @ 12.45 hrs Surf.Area= 18,655 sf Storage= 54,134 cf Plug-Flow detention time= 144.6 min calculated for 4.443 af (100% of inflow) Center-of-Mass det. time= 144.4 min ( 964.2 - 819.9 ) Volume Invert Avail.Storage Storage Description #1 15.75'80,334 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 15.75 13,019 0 0 16.00 13,405 3,303 3,303 17.00 14,993 14,199 17,502 18.00 16,644 15,819 33,321 19.00 18,351 17,498 50,818 20.00 20,115 19,233 70,051 20.50 21,018 10,283 80,334 Device Routing Invert Outlet Devices #1 Primary 14.75'24.0" Round Culvert L= 72.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 14.75' / 13.80' S= 0.0132 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 15.75'6.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 17.50'40.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 18.50'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 19.10'65.0' long x 10.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=27.98 cfs @ 12.45 hrs HW=19.17' (Free Discharge) 1=Culvert (Inlet Controls 27.98 cfs @ 8.91 fps) 2=Orifice/Grate (Passes < 1.97 cfs potential flow) 3=Orifice/Grate (Passes < 17.23 cfs potential flow) 4=Orifice/Grate (Passes < 28.77 cfs potential flow) Secondary OutFlow Max=3.07 cfs @ 12.45 hrs HW=19.17' (Free Discharge) 5=Emergency Spillway (Weir Controls 3.07 cfs @ 0.66 fps) Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 35HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 5P: Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 45 40 35 30 25 20 15 10 5 0 Inflow Area=6.020 ac Peak Elev=19.17' Storage=54,134 cf 42.75 cfs 31.16 cfs 27.98 cfs 3.17 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Wetland Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 15.75 0.00 0.00 0.00 2.50 0.00 0 15.75 0.00 0.00 0.00 5.00 0.00 0 15.75 0.00 0.00 0.00 7.50 0.21 426 15.78 0.00 0.00 0.00 10.00 1.47 5,676 16.17 0.42 0.42 0.0012.50 26.83 53,765 19.15 30.04 27.91 2.1315.00 2.95 30,438 17.82 3.41 3.41 0.00 17.50 1.46 27,016 17.60 1.74 1.74 0.00 20.00 0.99 24,398 17.44 1.32 1.32 0.00 22.50 0.78 20,884 17.21 1.21 1.21 0.00 25.00 0.00 15,217 16.84 1.00 1.00 0.00 27.50 0.00 7,941 16.33 0.61 0.61 0.00 30.00 0.00 4,143 16.06 0.26 0.26 0.00 32.50 0.00 2,581 15.95 0.11 0.11 0.00 35.00 0.00 1,837 15.89 0.06 0.06 0.00 37.50 0.00 1,410 15.86 0.04 0.04 0.00 40.00 0.00 1,143 15.84 0.02 0.02 0.00 42.50 0.00 951 15.82 0.02 0.02 0.00 45.00 0.00 809 15.81 0.01 0.01 0.00 47.50 0.00 705 15.80 0.01 0.01 0.00 50.00 0.00 628 15.80 0.01 0.01 0.00 52.50 0.00 565 15.79 0.01 0.01 0.00 55.00 0.00 508 15.79 0.01 0.01 0.00 57.50 0.00 458 15.78 0.01 0.01 0.00 60.00 0.00 412 15.78 0.00 0.00 0.00 62.50 0.00 371 15.78 0.00 0.00 0.00 65.00 0.00 334 15.78 0.00 0.00 0.00 67.50 0.00 300 15.77 0.00 0.00 0.00 70.00 0.00 270 15.77 0.00 0.00 0.00 72.50 0.00 243 15.77 0.00 0.00 0.00 75.00 0.00 219 15.77 0.00 0.00 0.00 77.50 0.00 197 15.76 0.00 0.00 0.00 80.00 0.00 178 15.76 0.00 0.00 0.00 82.50 0.00 160 15.76 0.00 0.00 0.00 85.00 0.00 144 15.76 0.00 0.00 0.00 87.50 0.00 129 15.76 0.00 0.00 0.00 90.00 0.00 117 15.76 0.00 0.00 0.00 92.50 0.00 105 15.76 0.00 0.00 0.00 95.00 0.00 94 15.76 0.00 0.00 0.00 97.50 0.00 85 15.76 0.00 0.00 0.00 100.00 0.00 77 15.76 0.00 0.00 0.00 102.50 0.00 69 15.76 0.00 0.00 0.00 105.00 0.00 62 15.75 0.00 0.00 0.00 107.50 0.00 56 15.75 0.00 0.00 0.00 110.00 0.00 50 15.75 0.00 0.00 0.00 112.50 0.00 45 15.75 0.00 0.00 0.00 115.00 0.00 41 15.75 0.00 0.00 0.00 117.50 0.00 37 15.75 0.00 0.00 0.00 120.00 0.00 33 15.75 0.00 0.00 0.00 Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 36HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: POST POA 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area =16.910 ac, 17.56% Impervious, Inflow Depth = 5.69" for 100-Year event Inflow =57.85 cfs @ 12.45 hrs, Volume=8.023 af Primary =57.85 cfs @ 12.45 hrs, Volume=8.023 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 6P: POST POA 1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.910 ac57.85 cfs57.85 cfs C3B: HYDROCAD CALCULATIONS FOR CLOGGED CONDITION 14S POST POA 1 BYPASS 20S POST-POA 1 ONSITE 16P POST POA 1 19P Wetland - OCS Blocked Routing Diagram for 2023-0907 - Wetland Wawa Prepared by Kimley-Horn & Associates, Printed 1/29/2024 HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 100-Year Type III 24-hr Default 24.00 1 13.20 2 2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 10.900 39 (14S, 20S) 2.970 98 (20S) 13.870 52 TOTAL AREA Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: POST POA 1 BYPASS Runoff =19.29 cfs @ 12.45 hrs, Volume=2.581 af, Depth= 3.95" Routed to Pond 16P : POST POA 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=13.20" Area (ac) CN Description *7.850 39 7.850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 29.1 Direct Entry, Subcatchment 14S: POST POA 1 BYPASS Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Year Rainfall=13.20" Runoff Area=7.850 ac Runoff Volume=2.581 af Runoff Depth=3.95" Tc=29.1 min CN=39 19.29 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: POST-POA 1 ONSITE Runoff =42.75 cfs @ 12.26 hrs, Volume=4.444 af, Depth= 8.86" Routed to Pond 19P : Wetland - OCS Blocked Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=13.20" Area (ac) CN Description *3.050 39 *2.970 98 6.020 68 Weighted Average 3.050 50.66% Pervious Area 2.970 49.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.9 Direct Entry, Subcatchment 20S: POST-POA 1 ONSITE Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-Year Rainfall=13.20" Runoff Area=6.020 ac Runoff Volume=4.444 af Runoff Depth=8.86" Tc=18.9 min CN=68 42.75 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 16P: POST POA 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area =13.870 ac, 21.41% Impervious, Inflow Depth = 5.03" for 100-Year event Inflow =57.90 cfs @ 12.34 hrs, Volume=5.814 af Primary =57.90 cfs @ 12.34 hrs, Volume=5.814 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Pond 16P: POST POA 1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=13.870 ac57.90 cfs57.90 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 19P: Wetland - OCS Blocked Inflow Area =6.020 ac, 49.34% Impervious, Inflow Depth = 8.86" for 100-Year event Inflow =42.75 cfs @ 12.26 hrs, Volume=4.444 af Outflow =41.34 cfs @ 12.32 hrs, Volume=3.233 af, Atten= 3%, Lag= 3.9 min Secondary =41.34 cfs @ 12.32 hrs, Volume=3.233 af Routed to Pond 16P : POST POA 1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 19.50' @ 12.32 hrs Surf.Area= 19,225 sf Storage= 60,343 cf Plug-Flow detention time= 149.0 min calculated for 3.233 af (73% of inflow) Center-of-Mass det. time= 59.0 min ( 878.9 - 819.9 ) Volume Invert Avail.Storage Storage Description #1 15.75'80,334 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 15.75 13,019 0 0 16.00 13,405 3,303 3,303 17.00 14,993 14,199 17,502 18.00 16,644 15,819 33,321 19.00 18,351 17,498 50,818 20.00 20,115 19,233 70,051 20.50 21,018 10,283 80,334 Device Routing Invert Outlet Devices #1 Secondary 19.10'65.0' long x 10.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Secondary OutFlow Max=40.14 cfs @ 12.32 hrs HW=19.49' (Free Discharge) 1=Emergency Spillway (Weir Controls 40.14 cfs @ 1.59 fps) Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 19P: Wetland - OCS Blocked Inflow Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Flow (cfs) 45 40 35 30 25 20 15 10 5 0 Inflow Area=6.020 ac Peak Elev=19.50' Storage=60,343 cf 42.75 cfs 41.34 cfs Type III 24-hr 100-Year Rainfall=13.20"2023-0907 - Wetland Wawa Printed 1/29/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-4a s/n 02344 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 19P: Wetland - OCS Blocked Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Secondary (cfs) 0.00 0.00 0 15.75 0.00 2.50 0.00 0 15.75 0.00 5.00 0.00 0 15.75 0.00 7.50 0.21 433 15.78 0.00 10.00 1.47 6,789 16.25 0.0012.50 26.83 58,834 19.42 29.3815.00 2.95 54,090 19.17 3.00 17.50 1.46 53,528 19.14 1.50 20.00 0.99 53,343 19.13 1.00 22.50 0.78 53,263 19.13 0.78 25.00 0.00 52,767 19.10 0.03 27.50 0.00 52,741 19.10 0.00 30.00 0.00 52,741 19.10 0.00 32.50 0.00 52,741 19.10 0.00 35.00 0.00 52,741 19.10 0.00 37.50 0.00 52,741 19.10 0.00 40.00 0.00 52,741 19.10 0.00 42.50 0.00 52,741 19.10 0.00 45.00 0.00 52,741 19.10 0.00 47.50 0.00 52,741 19.10 0.00 50.00 0.00 52,741 19.10 0.00 52.50 0.00 52,741 19.10 0.00 55.00 0.00 52,741 19.10 0.00 57.50 0.00 52,741 19.10 0.00 60.00 0.00 52,741 19.10 0.00 62.50 0.00 52,741 19.10 0.00 65.00 0.00 52,741 19.10 0.00 67.50 0.00 52,741 19.10 0.00 70.00 0.00 52,741 19.10 0.00 72.50 0.00 52,741 19.10 0.00 75.00 0.00 52,741 19.10 0.00 77.50 0.00 52,741 19.10 0.00 80.00 0.00 52,741 19.10 0.00 82.50 0.00 52,741 19.10 0.00 85.00 0.00 52,741 19.10 0.00 87.50 0.00 52,741 19.10 0.00 90.00 0.00 52,741 19.10 0.00 92.50 0.00 52,741 19.10 0.00 95.00 0.00 52,741 19.10 0.00 97.50 0.00 52,741 19.10 0.00 100.00 0.00 52,741 19.10 0.00 102.50 0.00 52,741 19.10 0.00 105.00 0.00 52,741 19.10 0.00 107.50 0.00 52,741 19.10 0.00 110.00 0.00 52,741 19.10 0.00 112.50 0.00 52,741 19.10 0.00 115.00 0.00 52,741 19.10 0.00 117.50 0.00 52,741 19.10 0.00 120.00 0.00 52,741 19.10 0.00 C4A: HYDRAFLOW DIAGRAM C4B: 25-YEAR HYDRAFLOW CALCULATIONS WAWA - CAROLINA BEACH & MYRTLE GROVE PROJECT ENABLING - CAROLINA BEACH & MYRTLE GROVE PROJECT WAWA - CAROLINA BEACH & MYRTLE GROVE PROJECT ENABLING - CAROLINA BEACH & MYRTLE GROVE PROJECT C4C: 100-YEAR HYDRAFLOW CALCULATIONS WAWA - CAROLINA BEACH & MYRTLE GROVE PROJECT ENABLING - CAROLINA BEACH & MYRTLE GROVE PROJECT WAWA - CAROLINA BEACH & MYRTLE GROVE PROJECT ENABLING - CAROLINA BEACH & MYRTLE GROVE PROJECT C4D: 25-YEAR HYDRAFLOW PROFILES C5: INLET PONDING AND SPREAD CALCULATIONS Project Information Project Name: KHA Project #: Designed by:KMM Date:12/22/2023 Revised by:TAC Date:1/29/2024 Revised by:Date:Lane Wdth =12 12 ft ALLOWABLE SPREAD =8 FT FROM FACE OF 2'6" C&G RAINFALL INTENSITY =11.20 IN/HR DRAINAGE SURFACE "Q"SLOPE INLET AREA COEFF.COEFF. COEFF.SUB.SUB.SUB.TOTAL TOTAL TOTAL LONG.TRANS."Q" CAP. SPREAD DEPTH Qb Qb TO INLET #A (acres)C(4in/hr)C(25 yr)C(100 yr)QS (4 in/hr)QS (25 yr)QS (100 yr)QT (4in/hr)QT (25 yr)QT (100 yr)SL (ft/ft)ST (ft/ft)K QCAP (cfs)T (ft)D (ft)(cfs)(100 yr)INLET# PROJECT CALCULATIONS S5 0.02 0.90 0.99 1.00 0.07 0.22 0.26 0.07 0.22 0.26 0.020 0.020 27 0.10 3.3 0.03 0.12 0.16 S4 S4 0.09 0.96 1.00 1.00 0.35 1.01 1.19 0.38 1.13 1.31 0.010 0.012 24 0.25 4.8 0.06 0.88 1.06 S4.1 0.00 .0.0 S5.1 0.05 0.90 1.00 0.99 0.18 0.56 0.65 0.18 0.56 0.65 0.020 0.023 28 0.29 4.3 0.06 0.27 0.36 0.00 0.0 S3 0.13 1.00 1.00 1.00 0.52 1.46 1.72 0.52 1.46 1.72 0.050 0.012 18 0.54 7.8 0.12 0.91 1.17 S2 0.00 0.0 S8 0.16 0.90 0.99 1.00 0.58 1.77 2.11 0.58 1.77 2.11 0.010 0.023 12 0.45 7.6 0.14 1.32 1.66 S9 RAINFALL INTENSITY=4 RAINFALL INTENSITY (100YR)=13.2 FREQUENCY FACTOR Cf (25 yr)=1.1 FREQUENCY FACTOR Cf (100 yr)=1.25 D (weir) = (Q / (Cw * P))^2/3 D = (Q / ((3.0*1.66)*(23.25+23.25+35.75 / 12)))^2/3 RUNOFF FIGURE 18 Spread Analysis For On-Grade Storm Structures Proposed Conditions: 11.20 in/hr Design Storm (25-yr) 6800 Carolina Beach Road BYPASS Project Information Project Name: KHA Project #: Designed by:KMM Date:12/22/2023 Revised by:TAC Date:1/29/2024 Revised by:Date:Lane Wdth =12 12 ALLOWABLE SPREAD =8 FT FROM FACE OF 2'6" C&G RAINFALL INTENSITY =11.20 IN/HR DRAINAGE SURFACE "Q"(cfs)SLOPE INLET AREA COEFF. COEFF. COEFF.SUB.SUB.SUB.TOTAL TOTAL TOTAL LONG.TRANS."Q" CAP. SPREAD SPREAD DEPTH DEPTH DEPTH INLET #A (acres)C C (25 yr)C (100 yr)QS (4in/hr)QS (25 yr)QS (100 yr)QT (4in/hr)QT (25 yr)QT (100 yr)SL (ft/ft)ST (ft/ft)K QCAP (cfs)T (25 yr)T (clogged)D (25 yr)D (clogged 25 yr)D (clogged 100-yr) PROJECT CALCULATIONS S2 1.04 0.20 0.22 0.25 0.83 2.56 3.43 1.75 3.48 4.61 -0.047 --4.6 7.4 0.22 0.35 0.42 S4.1 1.27 0.20 0.22 0.25 1.02 3.13 4.19 1.89 4.01 5.25 -0.130 --1.8 2.9 0.24 0.38 0.46 S6-D 0.13 0.90 0.99 1 0.47 1.44 1.72 0.47 1.44 1.72 -0.020 --3.8 6.1 0.08 0.12 0.14 S6.1 0.10 0.94 1 1 0.38 1.12 1.32 0.38 1.12 1.32 -0.020 --5.1 8.1 0.10 0.16 0.18 S6.2 0.12 0.90 0.99 1 0.43 1.33 1.58 0.43 1.33 1.58 -0.026 --4.4 7.0 0.12 0.18 0.21 S6.3-D 0.18 0.90 0.99 1 0.65 2.00 2.38 0.65 2.00 2.38 -0.020 --4.7 7.5 0.09 0.15 0.17 S6.4-D 0.19 0.90 0.99 1 0.68 2.11 2.51 0.68 2.11 2.51 -0.020 --4.9 7.8 0.10 0.16 0.18 S7 0.14 0.90 0.99 1 0.50 1.55 1.85 0.50 1.55 1.85 -0.038 --3.3 5.3 0.13 0.20 0.23 S7.1 0.16 0.90 0.99 1 0.58 1.77 2.11 0.58 1.77 2.11 -0.035 --4.0 6.4 0.14 0.22 0.25 S9-D 0.15 0.90 0.99 1 0.54 1.66 1.98 1.86 2.99 3.64 -0.025 --5.1 8.0 0.12 0.20 0.23 S9.1 0.07 0.90 0.99 1 0.25 0.78 0.92 0.25 0.78 0.92 -0.016 --5.0 8.0 0.08 0.13 0.14 S9.11 0.07 0.90 0.99 1 0.25 0.78 0.92 0.25 0.78 0.92 -0.019 --4.3 6.8 0.08 0.13 0.14 S9.2 0.26 0.20 0.22 0.25 0.21 0.64 0.86 0.21 0.64 0.86 -0.020 --3.5 5.6 0.07 0.11 0.14 -D = Double CB RAINFALL INTENSITY=4 RAINFALL INTENSITY (100YR)=13.2 FREQUENCY FACTOR Cf (25 yr)=1.1 FREQUENCY FACTOR Cf (100 yr)=1.25 D (weir) = (Q / (Cw * P))^2/3 D = (Q / ((3.0*1.66)*(23.25+23.25+35.75 / 12)))^2/3 * equation varies with double catch basins FIGURE 19 Spread Analysis for Storm Structures in Sag Condition Proposed Conditions: 11.20 in/hr Design Storm (25-yr) 6800 Carolina Beach Road RUNOFF APPENDIX D: EROSION CONTROL D1: RIP RAP CALCULATIONS PROJECT NAME PROJECT NO.:117152004 BY: DATE:12/21/23 T.M: REVISED:P.M.:RIP RAP OUTLET RIP RAP OUTLET PROTECTION Project: Calculated By:KMM Date:12/21/2023 Revised By:Date: Revised By:Date: ID:RR1 Tw < 0.5 Do:N Use Fig. 8.06a STA:N/A Tw ≥ 0.5 Do:Y Use Fig. 8.06b DIA:24 in La:9 ft0.25 Q25:14.24 cfs d50:0.75 ft dmax:1.125 ft Do =24 in Do 3Do Do+La 3Do =6 ft La =9 ft Do + La =11 ft La Quantity Calculations *Minimum apron thickness of 10" to be used Outlet Pad:76.5 sf Apron thickness*:1.6875 ft Rip Rap:6.5 tons Rip Rap Class:1 Filter Fabric:9 sy 6800 Carolina Beach - Enabling Project c c cc c c c cc cc c PROJECT NAME PROJECT NO.:117152004 BY: DATE:12/21/23 T.M: REVISED:P.M.:RIP RAP OUTLET RIP RAP OUTLET PROTECTION Project: Calculated By:AMR Date:12/21/2023 Revised By:Date: Revised By:Date: ID:RR2 Tw < 0.5 Do:N Use Fig. 8.06a STA:N/A Tw ≥ 0.5 Do:Y Use Fig. 8.06b DIA:48 in La:20 ft0.25 Q25:45 cfs d50:0.75 ft dmax:1.125 ft Do =48 in Do 3Do Do+La 3Do =12 ft La =20 ft Do + La =24 ft La Quantity Calculations *Minimum apron thickness of 10" to be used Outlet Pad:360.0 sf Apron thickness*:1.6875 ft Rip Rap:30.4 tons Rip Rap Class:1 Filter Fabric:40 sy 6800 Carolina Beach - Enabling Project c c cc c c c cc cc c APPENDIX E: SUPPLEMENTAL INFORMATION E1 – NOAA RAINFALL INTENSITIES 1/2/24, 2:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.0889&lon=-77.8968&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.0889°, Longitude: -77.8968° Elevation: 25 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.537 (0.499‑0.580) 0.639 (0.595‑0.691) 0.746 (0.693‑0.805) 0.829 (0.768‑0.895) 0.935 (0.861‑1.01) 1.02 (0.932‑1.09) 1.10 (1.00‑1.18) 1.18 (1.07‑1.27) 1.29 (1.16‑1.40) 1.38 (1.22‑1.50) 10-min 0.858 (0.797‑0.926) 1.02 (0.951‑1.10) 1.19 (1.11‑1.29) 1.33 (1.23‑1.43) 1.49 (1.37‑1.60) 1.62 (1.48‑1.74) 1.74 (1.59‑1.88) 1.87 (1.69‑2.02) 2.04 (1.83‑2.21) 2.17 (1.93‑2.36) 15-min 1.07 (0.997‑1.16) 1.29 (1.20‑1.39) 1.51 (1.40‑1.63) 1.68 (1.55‑1.81) 1.89 (1.74‑2.03) 2.05 (1.88‑2.21) 2.21 (2.01‑2.38) 2.36 (2.14‑2.55) 2.57 (2.30‑2.78) 2.72 (2.42‑2.96) 30-min 1.47 (1.37‑1.59) 1.78 (1.65‑1.92) 2.15 (1.99‑2.32) 2.43 (2.25‑2.62) 2.80 (2.58‑3.01) 3.08 (2.83‑3.32) 3.38 (3.08‑3.64) 3.67 (3.33‑3.97) 4.08 (3.66‑4.42) 4.41 (3.92‑4.79) 60-min 1.83 (1.70‑1.98) 2.23 (2.07‑2.41) 2.75 (2.56‑2.97) 3.17 (2.93‑3.42) 3.73 (3.43‑4.01) 4.18 (3.83‑4.50) 4.65 (4.24‑5.02) 5.15 (4.67‑5.56) 5.86 (5.25‑6.34) 6.44 (5.72‑6.99) 2-hr 2.17 (2.00‑2.37) 2.66 (2.44‑2.90) 3.37 (3.10‑3.68) 3.96 (3.63‑4.33) 4.81 (4.39‑5.24) 5.53 (5.02‑6.03) 6.31 (5.69‑6.88) 7.16 (6.41‑7.80) 8.42 (7.45‑9.18) 9.49 (8.33‑10.4) 3-hr 2.31 (2.13‑2.55) 2.82 (2.60‑3.11) 3.61 (3.31‑3.97) 4.27 (3.90‑4.69) 5.26 (4.77‑5.76) 6.11 (5.51‑6.70) 7.05 (6.31‑7.72) 8.10 (7.19‑8.86) 9.68 (8.48‑10.6) 11.1 (9.59‑12.1) 6-hr 2.91 (2.66‑3.21) 3.55 (3.26‑3.93) 4.55 (4.15‑5.02) 5.40 (4.91‑5.95) 6.66 (6.02‑7.33) 7.76 (6.96‑8.54) 8.99 (8.01‑9.88) 10.4 (9.14‑11.4) 12.5 (10.8‑13.7) 14.3 (12.3‑15.8) 12-hr 3.41 (3.09‑3.80) 4.17 (3.78‑4.64) 5.37 (4.86‑5.98) 6.41 (5.77‑7.12) 7.96 (7.11‑8.84) 9.34 (8.29‑10.3) 10.9 (9.58‑12.0) 12.6 (11.0‑14.0) 15.3 (13.1‑17.0) 17.7 (15.0‑19.6) 24-hr 4.01 (3.66‑4.44) 4.86 (4.45‑5.40) 6.30 (5.75‑6.97) 7.56 (6.88‑8.36) 9.49 (8.55‑10.5) 11.2 (10.0‑12.4) 13.2 (11.6‑14.6) 15.4 (13.4‑17.1) 18.9 (16.1‑21.1) 22.0 (18.4‑24.8) 2-day 4.64 (4.27‑5.12) 5.62 (5.16‑6.20) 7.21 (6.60‑7.96) 8.60 (7.83‑9.49) 10.7 (9.66‑11.8) 12.6 (11.2‑13.9) 14.7 (13.0‑16.3) 17.1 (14.9‑19.0) 20.7 (17.7‑23.3) 23.9 (20.0‑27.1) 3-day 4.89 (4.50‑5.38) 5.91 (5.44‑6.50) 7.53 (6.91‑8.29) 8.93 (8.16‑9.84) 11.0 (9.99‑12.2) 12.9 (11.6‑14.2) 15.0 (13.3‑16.5) 17.3 (15.1‑19.2) 20.8 (17.9‑23.3) 24.0 (20.2‑27.2) 4-day 5.14 (4.74‑5.64) 6.20 (5.72‑6.80) 7.86 (7.22‑8.62) 9.27 (8.49‑10.2) 11.4 (10.3‑12.5) 13.2 (11.9‑14.5) 15.2 (13.6‑16.8) 17.5 (15.4‑19.4) 21.0 (18.1‑23.4) 24.0 (20.4‑27.3) 7-day 5.84 (5.42‑6.34) 7.04 (6.54‑7.64) 8.85 (8.20‑9.61) 10.4 (9.56‑11.3) 12.6 (11.5‑13.7) 14.4 (13.2‑15.7) 16.5 (14.9‑18.0) 18.7 (16.7‑20.5) 22.0 (19.2‑24.3) 24.7 (21.4‑27.5) 10-day 6.56 (6.11‑7.09) 7.86 (7.32‑8.50) 9.74 (9.04‑10.5) 11.3 (10.5‑12.2) 13.6 (12.5‑14.7) 15.5 (14.2‑16.8) 17.6 (15.9‑19.1) 19.8 (17.8‑21.6) 23.1 (20.4‑25.4) 25.8 (22.4‑28.6) 20-day 8.80 (8.23‑9.45) 10.5 (9.81‑11.3) 12.8 (11.9‑13.7) 14.7 (13.7‑15.8) 17.4 (16.1‑18.7) 19.6 (18.0‑21.1) 21.9 (20.0‑23.7) 24.4 (22.1‑26.5) 28.0 (25.0‑30.7) 30.9 (27.2‑34.1) 30-day 10.9 (10.2‑11.6) 12.9 (12.1‑13.8) 15.5 (14.6‑16.6) 17.6 (16.5‑18.8) 20.5 (19.1‑21.9) 22.8 (21.2‑24.5) 25.2 (23.3‑27.1) 27.7 (25.4‑29.9) 31.2 (28.2‑33.8) 33.9 (30.4‑37.0) 45-day 13.5 (12.8‑14.4) 16.0 (15.1‑17.0) 19.0 (17.9‑20.2) 21.4 (20.1‑22.8) 24.7 (23.2‑26.3) 27.4 (25.5‑29.2) 30.1 (27.9‑32.2) 32.9 (30.2‑35.3) 36.7 (33.4‑39.6) 39.7 (35.8‑43.1) 60-day 16.5 (15.6‑17.5) 19.4 (18.4‑20.6) 22.7 (21.5‑24.1) 25.4 (23.9‑26.8) 28.9 (27.1‑30.6) 31.6 (29.6‑33.6) 34.4 (32.0‑36.6) 37.1 (34.4‑39.6) 40.8 (37.5‑43.8) 43.6 (39.8‑47.1) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMPvalues. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1/2/24, 2:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.0889&lon=-77.8968&data=depth&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 1/2/24, 2:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.0889&lon=-77.8968&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 1/2/24, 2:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.0889&lon=-77.8968&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.0889°, Longitude: -77.8969° Elevation: 25 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 6.44 (5.99‑6.96) 7.67 (7.14‑8.29) 8.95 (8.32‑9.66) 9.95 (9.22‑10.7) 11.2 (10.3‑12.1) 12.2 (11.2‑13.1) 13.2 (12.0‑14.2) 14.2 (12.8‑15.3) 15.5 (13.9‑16.7) 16.5 (14.7‑18.0) 10-min 5.15 (4.78‑5.56) 6.14 (5.71‑6.63) 7.16 (6.65‑7.73) 7.96 (7.37‑8.59) 8.95 (8.24‑9.62) 9.70 (8.90‑10.5) 10.5 (9.54‑11.3) 11.2 (10.2‑12.1) 12.2 (11.0‑13.2) 13.0 (11.6‑14.1) 15-min 4.29 (3.99‑4.63) 5.14 (4.78‑5.56) 6.04 (5.61‑6.52) 6.71 (6.21‑7.24) 7.56 (6.96‑8.14) 8.19 (7.52‑8.83) 8.82 (8.04‑9.51) 9.44 (8.55‑10.2) 10.3 (9.20‑11.1) 10.9 (9.68‑11.8) 30-min 2.94 (2.73‑3.17) 3.55 (3.30‑3.84) 4.29 (3.99‑4.63) 4.86 (4.50‑5.25) 5.60 (5.15‑6.02) 6.17 (5.66‑6.65) 6.76 (6.16‑7.28) 7.35 (6.65‑7.94) 8.17 (7.32‑8.84) 8.83 (7.84‑9.58) 60-min 1.83 (1.70‑1.98) 2.23 (2.07‑2.41) 2.75 (2.56‑2.97) 3.17 (2.93‑3.42) 3.73 (3.43‑4.01) 4.18 (3.83‑4.50) 4.65 (4.24‑5.02) 5.15 (4.67‑5.56) 5.86 (5.25‑6.34) 6.44 (5.72‑6.99) 2-hr 1.08 (0.999‑1.19) 1.33 (1.22‑1.45) 1.69 (1.55‑1.84) 1.98 (1.82‑2.16) 2.40 (2.19‑2.62) 2.76 (2.51‑3.01) 3.16 (2.84‑3.44) 3.58 (3.20‑3.90) 4.21 (3.72‑4.59) 4.75 (4.17‑5.20) 3-hr 0.770 (0.707‑0.847) 0.940 (0.864‑1.04) 1.20 (1.10‑1.32) 1.42 (1.30‑1.56) 1.75 (1.59‑1.92) 2.03 (1.84‑2.23) 2.35 (2.10‑2.57) 2.70 (2.39‑2.95) 3.22 (2.82‑3.53) 3.68 (3.19‑4.04) 6-hr 0.485 (0.444‑0.536) 0.593 (0.543‑0.656) 0.759 (0.693‑0.838) 0.901 (0.819‑0.994) 1.11 (1.00‑1.22) 1.30 (1.16‑1.43) 1.50 (1.34‑1.65) 1.73 (1.52‑1.90) 2.08 (1.81‑2.29) 2.39 (2.05‑2.63) 12-hr 0.282 (0.256‑0.315) 0.345 (0.313‑0.385) 0.445 (0.403‑0.496) 0.531 (0.479‑0.591) 0.660 (0.590‑0.733) 0.775 (0.687‑0.858) 0.903 (0.794‑1.00) 1.05 (0.912‑1.16) 1.27 (1.09‑1.41) 1.47 (1.24‑1.63) 24-hr 0.167 (0.152‑0.184) 0.202 (0.185‑0.224) 0.262 (0.239‑0.290) 0.314 (0.286‑0.348) 0.395 (0.356‑0.437) 0.467 (0.416‑0.516) 0.549 (0.484‑0.608) 0.643 (0.558‑0.713) 0.788 (0.669‑0.880) 0.918 (0.764‑1.03) 2-day 0.096 (0.088‑0.106) 0.117 (0.107‑0.129) 0.150 (0.137‑0.165) 0.179 (0.163‑0.197) 0.223 (0.201‑0.246) 0.261 (0.233‑0.290) 0.305 (0.269‑0.339) 0.355 (0.309‑0.396) 0.431 (0.367‑0.484) 0.498 (0.417‑0.563) 3-day 0.067 (0.062‑0.074) 0.082 (0.075‑0.090) 0.104 (0.096‑0.115) 0.124 (0.113‑0.136) 0.153 (0.138‑0.168) 0.179 (0.160‑0.197) 0.207 (0.184‑0.229) 0.239 (0.209‑0.266) 0.289 (0.248‑0.323) 0.333 (0.280‑0.377) 4-day 0.053 (0.049‑0.058) 0.064 (0.059‑0.070) 0.081 (0.075‑0.089) 0.096 (0.088‑0.106) 0.118 (0.107‑0.130) 0.137 (0.123‑0.151) 0.158 (0.141‑0.174) 0.182 (0.160‑0.201) 0.218 (0.188‑0.243) 0.250 (0.212‑0.284) 7-day 0.034 (0.032‑0.037) 0.041 (0.038‑0.045) 0.052 (0.048‑0.057) 0.061 (0.056‑0.067) 0.074 (0.068‑0.081) 0.085 (0.078‑0.093) 0.098 (0.088‑0.107) 0.111 (0.099‑0.121) 0.130 (0.114‑0.144) 0.147 (0.127‑0.163) 10-day 0.027 (0.025‑0.029) 0.032 (0.030‑0.035) 0.040 (0.037‑0.043) 0.047 (0.043‑0.051) 0.056 (0.052‑0.061) 0.064 (0.059‑0.070) 0.073 (0.066‑0.079) 0.082 (0.073‑0.090) 0.096 (0.084‑0.105) 0.107 (0.093‑0.119) 20-day 0.018 (0.017‑0.019) 0.021 (0.020‑0.023) 0.026 (0.024‑0.028) 0.030 (0.028‑0.032) 0.036 (0.033‑0.038) 0.040 (0.037‑0.043) 0.045 (0.041‑0.049) 0.050 (0.046‑0.055) 0.058 (0.052‑0.063) 0.064 (0.056‑0.070) 30-day 0.015 (0.014‑0.016) 0.017 (0.016‑0.019) 0.021 (0.020‑0.022) 0.024 (0.022‑0.026) 0.028 (0.026‑0.030) 0.031 (0.029‑0.033) 0.035 (0.032‑0.037) 0.038 (0.035‑0.041) 0.043 (0.039‑0.046) 0.047 (0.042‑0.051) 45-day 0.012 (0.011‑0.013) 0.014 (0.013‑0.015) 0.017 (0.016‑0.018) 0.019 (0.018‑0.021) 0.022 (0.021‑0.024) 0.025 (0.023‑0.027) 0.027 (0.025‑0.029) 0.030 (0.027‑0.032) 0.033 (0.030‑0.036) 0.036 (0.033‑0.039) 60-day 0.011 (0.010‑0.012) 0.013 (0.012‑0.014) 0.015 (0.014‑0.016) 0.017 (0.016‑0.018) 0.020 (0.018‑0.021) 0.021 (0.020‑0.023) 0.023 (0.022‑0.025) 0.025 (0.023‑0.027) 0.028 (0.026‑0.030) 0.030 (0.027‑0.032) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi E2 – GEOTECHNICAL REPORT ECS Southeast, LLP Geotechnical Engineering Report Carolina Beach Road Site Wilmington, New Hanover County, North Carolina ECS Project No. 22:32497 December 15, 2022 December 15, 2022 Mr. Rob Tanner Tanner Postal Commercial Real Estate, LLC 1200 N Federal Hwy Suite 200 Boca Raton, FL 33432 ECS Project No. 22:32497 Reference: Geotechnical Engineering Report Carolina Beach Road Site Wilmington, New Hanover County, North Carolina Dear Mr. Tanner: ECS Southeast, LLP (ECS) has finished the subsurface exploration and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed to scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and our design and construction recommendations. It has been our pleasure to be of service to Tanner Postal Commercial Real Estate, LLC during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify subsurface conditions assumed for this report. Should you have questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us. Respectfully submitted, ECS Southeast, LLP Caitlin M. Cerza Winslow Goins, PE Staff Project Manager Principal Engineer CCerza@ecslimited.com WGoins@ecslimited.com Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page i TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................. 1 1.0 INTRODUCTION .................................................................................................................. 2 2.0 PROJECT INFORMATION ..................................................................................................... 3 2.1 Project Location/Current Site Use/Past Site Use ................................................................... 3 2.2 Proposed Construction ........................................................................................................... 4 3.0 FIELD EXPLORATION testing ................................................................................................ 4 3.1 Subsurface Characterization .................................................................................................. 4 3.2 Groundwater Observations .................................................................................................... 5 4.0 DESIGN RECOMMENDATIONS ............................................................................................. 6 4.1 Shallow Foundations .............................................................................................................. 6 4.2 Slabs On Grade ....................................................................................................................... 6 4.3 Seismic Design Considerations ............................................................................................... 7 4.4 Pavements .............................................................................................................................. 9 5.0 SITE CONSTRUCTION RECOMMENDATIONS ....................................................................... 10 5.1 Subgrade Preparation .......................................................................................................... 10 5.1.1 Stripping and Grubbing ............................................................................................... 10 5.1.2 Proofrolling ................................................................................................................. 10 5.1.3 Site Temporary Dewatering ........................................................................................ 11 5.2 Earthwork Operations .......................................................................................................... 11 5.2.1 Structural Fill ............................................................................................................... 11 5.3 Foundation and Slab Observations ...................................................................................... 12 5.4 Utility Installations ............................................................................................................... 13 6.0 CLOSING ........................................................................................................................... 14 APPENDICES Appendix A – Drawings & Reports Site Location Diagram Exploration Location Diagram Appendix B – Field Operations Reference Notes for CPT Soundings Cone Penetration Test Sounding Logs (S-1 through S-19) Reference Notes for Boring Logs Hand Auger Boring Logs (HA-01, K-01 through K-08) Kessler DCP Test Results (K-01 through K-08) Appendix C – Supplemental Report Documents GBA Document Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 1 EXECUTIVE SUMMARY The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Further, our principal foundation recommendations are summarized. Information gleaned from the Executive Summary should not be utilized in lieu of reading the geotechnical report. The geotechnical exploration performed for the site included nineteen (19) electronic cone penetration test (CPT) soundings drilled to termination and refusal depths of approximately 9.84 to 49.05 feet. Additionally, eight (8) hand augers with Kessler DCPs were performed to depths of 4 feet and one hand auger to a depth of 6 feet was performed. Provided the subgrades are prepared as recommended in this report, the planned structures may be supported by conventional shallow foundations consisting of column or strip footings bearing on compacted structural fill and natural soils using a net allowable soil bearing pressure of 2,500 psf. In-place densification should be anticipated across the site prior to construction of pavements or placement of Structural Fill due to the near surface very loose to loose sands encountered in the soundings and borings. Groundwater was encountered in the soundings and borings at depths ranging from approximately 2.8 feet to 18.4 feet below existing grade. Please note this Executive Summary is an important part of this report and should be considered a “summary” only. The subsequent sections of this report constitute our findings, conclusions, and recommendations in their entirety. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 2 1.0 INTRODUCTION The purpose of this study was to provide geotechnical information for the design of foundations and pavements for the proposed gas station/convenience store and multi-family apartment complex located at 6800 Carolina Beach Road in Wilmington, North Carolina. The recommendations developed for this report are based on project information supplied by Tanner Postal Commercial Real Estate, LLC. Our services were provided in accordance with our Proposal No. 22:26802, dated October 24, 2022, as authorized by Mr. Rob Tanner of Tanner Postal Commercial Real Estate, LLC on October 28, 2022. This report contains the procedures and results of our subsurface exploration programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project. The report includes the following items. A brief review and description of our field test procedures and the results of testing conducted; A review of surface topographical features and site conditions; A review of subsurface soil stratigraphy with pertinent available physical properties; Foundation recommendations; o Allowable bearing pressure; o Settlement estimates (total and differential); Site development recommendations; Reusability of soils for use as fill material; Seismic site class and liquefaction recommendations; Discussion of groundwater impact; Compaction recommendations; Site vicinity map; Exploration location plan; Hand auger boring logs; Kessler DCP logs; and CPT sounding logs. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 3 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE The proposed site is located at 6800 Carolina Beach Road in Wilmington, North Carolina. The site is bounded on the north, east, and south by existing residential homes and on the west by undeveloped wooded land. Figure 2.1.1 below shows an image of where the site is located. Figure 2.1.1 Site Location At the time of our exploration, the property consisted of undeveloped wooded land with existing paths cut throughout and several residential homes. Based on our site visit and approximate elevations from Google Earth, the site is relatively level with typical elevations on site ranging from approximately 14 to 30 feet. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 4 2.2 PROPOSED CONSTRUCTION The following information explains our understanding and assumptions of the planned development including proposed buildings and related infrastructure. SUBJECT DESIGN INFORMATION / ASSUMPTIONS Usage Gas Station/Convenience Store and multi-family residential buildings. Column Loads Up to 200 kips for the gas station, up to 625 kips for the apartments Wall Loads Up to 6 kips per linear foot (klf) for the gas station, up to 12 klf for the apartments Finish Floor Elevation within +/- 4 feet of existing grades ECS understands the project consists of construction of a new gas station with a convenience store and their associated pavements and dumpster pads. In addition, the proposed construction includes the development of nine five to nine-story multi-family residential buildings with a stormwater pond. 3.0 FIELD EXPLORATION TESTING Our exploration procedures are explained in greater detail in Appendix B including the Reference Notes for Cone Penetration Soundings. Our scope of work included performing nineteen (19) CPT soundings, eight (8) hand augers with Kessler DCPs, and one hand auger. Our approximate CPT soundings and hand auger boring locations are shown on the Exploration Location Diagram in Appendix A. 3.1 SUBSURFACE CHARACTERIZATION The subsurface conditions encountered were generally consistent with published geological mapping. The following sections provide generalized characterizations of the soil. Please refer to the CPT sounding and hand auger boring logs in Appendix B. The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area generally consist of sedimentary materials transported from other areas by the ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal fluctuations in precipitation. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 5 Table 3.1.1 Subsurface Stratigraphy Approximate Depth Range Stratum Description Ranges of N*-Values(1) blows per foot (bpf) 0 to (0.1-0.7) (Surface cover) N/A Topsoil was encountered on-site with an observed thickness of approximately 1 to 8 inches. Deeper topsoil or organic laden soils are likely present in wet, poorly drained areas and potentially unexplored areas of the site. N/A (0.1-0.7) to 50 I Very Loose to Very Dense, CLEAN TO SILTY SAND (SM, SP) and SILTY SAND TO SANDY SILT (SM, ML) with interbedded Soft to Stiff CLAY (CL) and SILTY CLAY (ML-CL). 1 to 58 Notes: (1) Equivalent Corrected Standard Penetration Test Resistances 3.2 GROUNDWATER OBSERVATIONS Water levels were encountered in our CPT soundings and are shown in Appendix B. Groundwater depths measured at the time of exploration ranged from approximately 2.8 to 18.4 feet below the ground surface. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 6 4.0 DESIGN RECOMMENDATIONS 4.1 SHALLOW FOUNDATIONS Provided subgrades and structural fills are prepared as recommended in this report, the proposed structures can be supported by shallow foundations including column footings and continuous wall footings. We recommend the foundation design use the following parameters: Design Parameter Column Footing Wall Footing Net Allowable Bearing Pressure(1) 2,500 psf 2,500 psf Recommended Bearing Soil Material Stratum I Soils or Structural Fill Stratum I Soils or Structural Fill Minimum Width 30 inches 24 inches Minimum Footing Embedment Depth (below slab or finished grade) (2) 12 inches 12 inches Minimum Exterior Frost Depth (below final exterior grade) 6 inches 6 inches Estimated Total Settlement (3) Less than 1- inch Less than 1- inch Estimated Differential Settlement (4) Less than ½ inches between columns Less than ½ inches Notes: (1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation. (2) For bearing considerations and frost penetration requirements. (3) Based on assumed structural loads. If final loads are different, ECS must be contacted to update foundation recommendations and settlement calculations. (4) Based on maximum column/wall loads and variability in borings. Differential settlement can be re- evaluated once the foundation plans are finished. Potential Undercuts: A majority of the soils at the estimated foundation bearing elevation are anticipated to be adequate for support of the proposed structures. If soft or loose soils are observed at the footing bearing elevations, the soils should be undercut and removed. Undercut should be backfilled with structural fill up to the original design bottom of footing elevation; the original footing may be constructed on top of the structural fill. 4.2 SLABS ON GRADE The on-site natural soils are generally considered adequate for support of the slab-on-grade floor slabs. Based on the assumption that the finished floor elevation is around current grades, it appears that the slabs for the structure will likely bear on the Stratum I SAND (SP, SM) or Structural Fill. The following graphic depicts our soil-supported slab recommendations: Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 7 Figure 4.2.1 1. Drainage Layer Thickness: 6 inches 2. Drainage Layer Material: GRAVEL (GP) or SAND containing <5% fines passing #200 sieve (SP, SW) Soft or yielding soils may be encountered in some areas. Those soils should be removed and replaced with compacted Structural Fill in accordance with the recommendations included in this report. Subgrade Modulus: Provided the Structural Fill and Granular Drainage Layer are constructed in accordance with our recommendations, the slab may be designed assuming a modulus of subgrade reaction, k1 of 150 pci (lbs./cu. inch). The modulus of subgrade reaction value is based on a 1 ft by 1 ft plate load test basis. Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the granular drainage layer to provide additional protection against moisture vapor penetration through the floor slab. Curing of the slab should be performed in accordance with ACI specifications to reduce the potential for uneven drying, curling and/or cracking of the slab. Depending on proposed flooring material types, the structural engineer and/or the architect may choose to do away with the vapor barrier. Slab Isolation: Soil-supported slabs should be isolated from the foundations and foundation-supported elements of the structure so that differential movement between the foundations and slab will not induce excessive shear and bending stresses in the floor slab. Where the structural configuration inhibits the use of a free-floating slab such as in a drop down footing/monolithic slab configuration, the slab should be designed to avoid overstressing of the slab. 4.3 SEISMIC DESIGN CONSIDERATIONS Liquefaction: When a saturated soil with little to approximately no cohesion liquefies during a major earthquake, it experiences a temporary loss of shear strength as a result of a transient rise in excess pore water pressure generated by strong ground motion. Flow failure, lateral spreading, differential settlement, loss of bearing, ground fissures, and sand boils are evidence of excess pore pressure generation and liquefaction. Due to the anticipated liquefaction at depths less than 10 feet across the site, loss of bearing pressure and lateral spread are anticipated for this site. Concrete Slab Vapor Barrier Granular Drainage Layer Compacted Subgrade Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 8 The potential for liquefaction at the site is considered low based upon the CPT results and the liquefaction index procedure developed by Iwasaki (1982). Based on our CPT results and our evaluation using a site peak ground acceleration of 0.18 (PGAm) per IBC 2015, an earthquake event with a magnitude of 7.3 and procedures developed by Boulanger & Idriss (2014), the liquefaction induced settlement at the subject site is estimated to be approximately 2.0 inches or less. The max differential settlement is estimated to be approximately 1.45 inches over a distance of 170 feet. Ground Motion Parameters: The design spectral response acceleration parameters can be based on a Seismic Site Classification “D” based on the weighted average shear wave velocity at the site. ECS has established the design spectral response acceleration parameters following the IBC 2015 methodology. The mapped responses were estimated from the free ATC Hazards by Location Tool available from the USGS website (https://hazards.atcouncil.org). The design responses for the short (0.2 sec, SDS) and 1- second period (SD1) are noted in bold at the far right end of the following table. If the fundamental period of the structure exceeds 0.5 seconds, the design spectral response acceleration parameters will require a Site Specific Response Analysis (SSRA). GROUND MOTION PARAMETERS – SITE CLASS D [IBC 2015 Method] Period (sec) Mapped Spectral Response Accelerations (g) Values of Site Coefficient for Site Class Maximum Spectral Response Acceleration Adjusted for Site Class (g) Design Spectral Response Acceleration (g) Reference Figures 1613.3.1 (1) & (2) Tables 1613.3.3 (1) & (2) Eqs. 16-37 & 16-38 Eqs. 16-39 & 16-40 0.2 SS 0.245 Fa 1.6 SMS=FaSs 0.393 SDS=2/3 SMS 0.262 1.0 S1 0.100 Fv 2.4 SM1=FvS1 0.240 SD1=2/3 SM1 0.160 The Site Class definition should not be confused with the Seismic Design Category designation which the Structural Engineer typically assesses. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 9 4.4 PAVEMENTS Subgrade Characteristics: Based on the results of our borings, it appears that the pavement subgrades will consist mainly of SAND (SP, SM) or Structural Fill. In-place densification should be anticipated across the site prior to construction of pavements or placement of Structural Fill due to the near surface very loose to loose sands encountered in the borings. If site earthwork is performed during the typically cooler, wetter months of the year, additional undercutting is anticipated due to excessively wet unstable soils. For design purposes, provided in-place densification recommendations are followed, we recommend assuming a CBR value of 8. We were not provided traffic loading information so we have assumed loadings typical of this type of project. Our recommended pavement sections are based on up to 30,000 ESALs over a 20-year design life for light duty and up to 100,000 ESALs over a 20-year design life for heavy duty. The preliminary pavement sections below are guidelines that may or may not comply with local jurisdictional minimums. PROPOSED PAVEMENT SECTIONS FLEXIBLE PAVEMENT RIGID PAVEMENT MATERIAL Heavy Duty Light Duty Heavy Duty Light Duty Portland Cement Concrete (f’c = 4,500 psi) - - 6 in. 6 in. Asphalt Surface Course 3 in 2 in - - Aggregate Base Course 6 in 6 in 4 in. - In general, heavy duty sections are areas that will be subjected to trucks, buses, or other similar vehicles including main drive lanes of the development. Light duty sections are appropriate for vehicular traffic and parking areas. Large, front loading trash dumpsters frequently impose concentrated front wheel loads on pavements during loading. This type of loading typically results in rutting of asphalt pavement and ultimately pavement failures. For preliminary design purposes, we recommend that the pavement in trash pickup areas consist of a 6-inch thick, 4,500 psi, reinforced concrete slab underlain by 4-inches of aggregate base course. When traffic loading becomes available, ECS or the Civil Engineer can design the pavements. Prior to subbase placement and paving, CBR testing of the subgrade soils (both natural and fill soils) should be performed to determine the soil engineering properties for final pavement design. A minimum distance of 18 inches should be maintained between the bottom of the pavement section and the groundwater table. The soil subgrade should be smooth-rolled and proofrolled prior to ABC placement. Areas that pump, rut, or are otherwise unstable should be re-compacted or undercut and replaced. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 10 To confirm that the specified degree of compaction is being obtained, field compaction testing should be performed in each ABC lift by the geotechnical engineer’s representative. We recommend that compaction tests be performed at a minimum frequency of one test per 5,000 square feet per lift in pavement areas. The Portland cement concrete pavement section should consist of air-entrained Portland cement concrete having a minimum 28-day compressive strength of 4,500 psi. The rigid pavement section should be provided with construction joints and saw-cut control joints at appropriate intervals per Portland Cement Association (PCA) requirements. The construction joints should be reinforced with dowels to transfer loads across the joints. Wire mesh should be included to control shrinkage cracking of the concrete. We used a Load Transfer Coefficient, J, of 4.2 to determine the recommended concrete pavement thickness given in the preceding table. The concrete pavement section thickness is for plain jointed concrete pavement with reinforcement dowels only at construction joints. Drainage: An important consideration with the design and construction of pavements is surface and subsurface drainage. Where standing water develops, either on the pavement surface or within the aggregate base course layer, softening of the subgrades and other problems related to the deterioration of the pavement can be expected. This is particularly important at the site due to the moisture sensitive near-surface soils. Furthermore, good drainage should help reduce the possibility of the subgrade materials becoming saturated during the normal service period of the pavement. 5.0 SITE CONSTRUCTION RECOMMENDATIONS 5.1 SUBGRADE PREPARATION 5.1.1 Stripping and Grubbing The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, existing fill, existing foundations, existing pavements, and soft or loose materials from the 10-foot expanded building and 5- foot expanded pavement limits. The soundings and borings performed in “undisturbed” areas of the site contained an observed thickness of approximately 1 to 8 inches of topsoil. Deeper topsoil or organic laden soils may be present in wet, low-lying, and poorly drained areas. ECS should be retained to verify that topsoil, existing foundations and pavements, construction debris, and substandard surficial materials have been removed prior to the placement of structural fill or construction of structures. 5.1.2 Proofrolling Prior to fill placement or other construction on subgrades, the subgrades should be evaluated by an ECS field technician. The exposed subgrade should be proofrolled with construction equipment having a minimum axle load of 10 tons [e.g. tandem-axle dump truck loaded to capacity]. Proofrolling should be traversed in two perpendicular directions with overlapping passes of the vehicle under the observation of an ECS technician. This procedure is intended to assist in identifying localized yielding materials. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 11 Where proofrolling identifies areas that are unsteady or “pumping” subgrade those areas should be repaired prior to the placement of subsequent Structural Fill or other construction materials. Methods of stabilization include undercutting and moisture conditioning. The situation should be discussed with ECS to determine the appropriate procedure. Test pits may be excavated to explore the shallow subsurface materials to help in determining the cause of the observed unsteady materials, and to assist in the evaluation of appropriate remedial actions to stabilize the subgrade. 5.1.3 Site Temporary Dewatering Limited Excavation Dewatering: Based upon our subsurface exploration at this site, as well as significant experience on sites in nearby areas of similar geologic setting, we believe construction dewatering may be needed in some areas of the site for removing accumulated rainwater and for seepage from the support of excavation (SOE) during installation of underground storage tanks, foundations, and underground utilities. Deep wells should not be required for the temporary dewatering system. However, the dewatering operations can be handled by the use of conventional submersible pumps directly in the excavation or temporary trenches. If temporary sump pits are used, we recommend they be established at an elevation one to two feet below the bottom of the excavation subgrade or bottom of footing. A perforated 55 gallon drum or other temporary structure could be used to house the pump. We recommend continuous dewatering of the excavations using electric pumps or manned gasoline pumps be used during construction. If dewater operations are performed at the site, ECS recommends that the dewatering operations be performed in accordance with Local, State and Federal Government regulatory requirements for surface water discharges. ECS would be pleased to be consulted by the client on those requirements, if requested. 5.2 EARTHWORK OPERATIONS 5.2.1 Structural Fill Prior to placement of Structural Fill, bulk samples (about 50 pounds) of on-site and/or off-site borrow should be submitted to ECS for laboratory testing, which typically include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if the test results are within the last 90 days. Structural Fill Materials: Materials selected for use as structural fill should consist of inorganic soils with the following engineering properties and compaction requirements. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 12 STRUCTURAL FILL INDEX PROPERTIES Subject Property Building and Pavement Areas LL < 40, PI<10 Max. Particle Size 3 inches Fines Content Max. 20 % < #200 sieve Max. organic content 5% by dry weight STRUCTURAL FILL COMPACTION REQUIREMENTS Subject Requirement Compaction Standard Standard Proctor, ASTM D698 Required Compaction 98% of Max. Dry Density Dry Unit Weight >100 pcf Moisture Content -2 to +2 % points of the soil’s optimum value Loose Thickness 8 inches prior to compaction On-Site Borrow Suitability: Natural deposits of possible fill material are present near surface on the site. The on-site near surface sands (SM, SP) with fines contents less than 20 percent should meet the recommendations for re-use as Structural Fill. Fill Placement: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and frozen or frost-heaved soils should be removed prior to placement of structural fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned. 5.3 FOUNDATION AND SLAB OBSERVATIONS Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the footing bearing level if the foundation excavations remain open for too long a time. Therefore, foundation concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed, a 1 to 3-inch thick “mud mat” of “lean” concrete should be placed on the bearing soils before the placement of reinforcing steel. Footing Subgrade Observations: A majority of the soils encountered on site at the foundation bearing elevation are anticipated to be adequate for support of the proposed structure. It is important to have ECS observe the foundation subgrade prior to placing foundation concrete, to confirm the bearing soils are what has been specified. Slab Subgrade Verification: Prior to placement of a drainage layer, the subgrade should be prepared in accordance with the recommendations found in Section 5.1.2 Proofrolling. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 13 5.4 UTILITY INSTALLATIONS Utility Subgrades: The soils encountered in our exploration are expected to be generally adequate for support of utility pipes. The pipe subgrades should be observed and probed for stability by ECS. Loose or unsteady materials encountered should be removed and replaced with compacted Structural Fill, or pipe stone bedding material. Utility Backfilling: The granular bedding material (AASHTO #57 stone) should be 4 inches thick, but not less than that specified by the civil engineer’s project drawings and specifications. We recommend that the bedding materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as backfill over the utilities, should meet the requirements for Structural Fill and fill placement. Excavation Safety: Excavations and slopes should be constructed and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing, constructing, and maintaining stable temporary excavations and slopes. The contractor’s Responsible Person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. The slope height, slope inclination, and excavation depth, including utility trench excavation depth, should not exceed those specified in local, state, and federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred. Carolina Beach Road Site December 15, 2022 ECS Project No. 22:32497 Page 14 6.0 CLOSING ECS has prepared this report to guide the geotechnical-related design and construction aspects of the project. We performed these services in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region. No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report. The description of the proposed project is based on information provided to ECS by Mr. Dan Hernandez with Impeccable Development. If this information is untrue or changes, either because of our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted so we can review our recommendations and provide additional or alternate recommendations that reflect the proposed construction. We recommend that ECS review the project plans and specifications so we can confirm that those plans/specifications are in accordance with the recommendations of this geotechnical report. Field observations and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendation should issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report. APPENDIX A – Diagrams & Reports Site Location Diagram Exploration Location Diagram Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors ² TANNER POSTAL COMMERCIAL REAL ESTATE, LLC CAROLINA BEACH ROAD SITE 6800 CAROLINA BEACH RD, WILMINGTON, NC SITE LOCATION DIAGRAM 0 1,400700Feet 12/8/2022 ENGINEER SCALE 22:32497 1 OF 2 PROJECT NO. FIGURE DATE WEG AS NOTED S-09S-10 K-03 K-04 K-05 K-06 K-07 K-08 HA-01 S-11 S-12 S-13 S-14 S-15 S-16S-17 S-18 S-19 K-01K-02 S-01 S-02 S-03 S-04 S-05 S-06 S-07 S-08 Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors ² Legend Approximate Hand Auger Boring Location Approximate Kessler DCP Location Approximate CPT Sounding Location TANNER POSTAL COMMERCIAL REAL ESTATE, LLC CAROLINA BEACH ROAD SITE 6800 CAROLINA BEACH RD, WILMINGTON, NC BORING LOCATION DIAGRAM 0 300150Feet 11/11/2022 ENGINEER SCALE 22:32497 2 OF 2 PROJECT NO. FIGURE DATE WEG AS NOTED APPENDIX B – Field Operations Reference Notes for CPT Sounding Logs Cone Penetration Test Sounding Logs (S-1 through S-19) Reference Notes for Boring Logs Hand Auger Boring Logs (HA-01, K-01 through K-08) Kessler Dynamic Cone Penetrometer (DCP) Test Results (K-01 through K-08) REFERENCE NOTES FOR CONE PENETRATION TEST (CPT) SOUNDINGS In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer is hydraulically advanced through soil to measure point resistance (qc), pore water pressure (u2), and sleeve friction (fs). These values are recorded continuously as the cone is pushed to the desired depth. CPT data is corrected for depth and used to estimate soil classifications and intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained shear strength. The graphs below represent one of the accepted methods of CPT soil behavior classification (Robertson, 1990). 1. Sensitive, Fine Grained 6. Clean Sands to Silty Sands 2. Organic Soils-Peats 7. Gravelly Sand to Sand 3. Clays; Clay to Silty Clay 8. Very Stiff Sand to Clayey Sand 4. Clayey Silt to Silty Clay 9. Very Stiff Fine Grained 5. Silty Sand to Sandy Silt The following table presents a correlation of corrected cone tip resistance (q ) to soil consistency or relative density: SAND SILT/CLAY Corrected Cone Tip Resistance (q ) (tsf) Relative Density Corrected Cone Tip Resistance (q ) (tsf) Relative Density <20 Very Loose <5 Very Soft 20-40 Loose 5-10 Soft 40-120 Medium Dense 10-15 15-30 Stiff 120-200 Dense 30-45 Very Stiff >200 Very Dense 45-60 Hard >60 Very Hard Pore Pressure Ratio, Bq Co n e R e s i s t a n c e , Q t Co n e R e s i s t a n c e , Q t Friction Ratio, Fr (%) SUBSURFACE EXPLORATION PROCEDURE: CONE PENETRATION TESTING (CPT) ASTM D 5778 In the CPT sounding procedure, an electronically instrumented cone penetrometer is hydraulically advanced through soil to measure point resistance (qc), pore water pressure (U2), and sleeve fricon (fs). These values are recorded connuously as the cone is pushed to the desired depth. CPT data is corrected for depth and used to esmate soil classificaons and intrinsic soil parameters such as angle of internal fricon, pre-consolidaon pressure, and undrained shear strength. Involves the direct push of an electronically instrumented cone penetrometer* through the soil Values are recorded connuously CPT data is corrected and correlated to soil parameters *CPT Penetrometer Size May Vary CPT Procedure: Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 49.05 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-1 Location: Cone resistance Tip resistance (tsf) 200 De p t h ( f t ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance Sleeve friction Friction (tsf) 0.50 De p t h ( f t ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Sleeve friction Pore pressure u Pressure (psi) 20100 De p t h ( f t ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SPT N60 Seismic Velocity Velocity (ft/s) 1,0000 De p t h 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Seismic Velocity Norm. Soil Behaviour Type SBTn (Robertson 1990) 1612840 De p t h ( f t ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt Sand Sand & silty sand Silty sand & sandy silt Sand Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:23:10 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 14.93 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-2 Location: Cone resistance Tip resistance (tsf) 10050 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Cone resistance Sleeve friction Friction (tsf) 0.60.4 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Sleeve friction Pore pressure u Pressure (psi) 20 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 1612840 De p t h ( f t ) 15 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 Norm. Soil Behaviour Type Very dense/stiff soil Clay & silty clay Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:23:33 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 14.93 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-3 Location: Cone resistance Tip resistance (tsf) 10050 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Cone resistance Sleeve friction Friction (tsf) 0.60.4 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Sleeve friction Pore pressure u Pressure (psi) 210 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 1612840 De p t h ( f t ) 15 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 Norm. Soil Behaviour Type Very dense/stiff soil Sand & silty sand Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:23:50 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 14.93 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-4 Location: Cone resistance Tip resistance (tsf) 150100500 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Cone resistance Sleeve friction Friction (tsf) 0.50 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Sleeve friction Pore pressure u Pressure (psi) 20 De p t h ( f t ) 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 1612840 De p t h ( f t ) 15 14.5 14 13.5 13 12.5 12 11.5 11 10.5 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:24:05 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-5 Location: Cone resistance Tip resistance (tsf) 300200100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 21.510.5 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 6420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:24:21 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 10.17 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-6 Location: Cone resistance Tip resistance (tsf) 10050 De p t h ( f t ) 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Cone resistance Sleeve friction Friction (tsf) 0.40.30.20.1 De p t h ( f t ) 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Sleeve friction Pore pressure u Pressure (psi) 1.510.50 De p t h ( f t ) 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 10 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 Norm. Soil Behaviour Type Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:24:36 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 9.84 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-7 Location: Cone resistance Tip resistance (tsf) 80604020 De p t h ( f t ) 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Cone resistance Sleeve friction Friction (tsf) 0.50.40.3 De p t h ( f t ) 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Sleeve friction Pore pressure u Pressure (psi) 0.40.20 De p t h ( f t ) 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 9.5 9 8.5 8 7.5 7 6.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 Norm. Soil Behaviour Type Very dense/stiff soil Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:24:54 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-8 Location: Cone resistance Tip resistance (tsf) 15010050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.5 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 40200 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:25:11 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-9 Location: Cone resistance Tip resistance (tsf) 15010050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 151050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:25:27 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-10 Location: Cone resistance Tip resistance (tsf) 100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 1050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Clay & silty clay Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:25:42 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-11 Location: Cone resistance Tip resistance (tsf) 100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 20100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Sand Sand & silty sand Sand Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:25:59 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-12 Location: Cone resistance Tip resistance (tsf) 15010050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 200 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:26:17 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-13 Location: Cone resistance Tip resistance (tsf) 15010050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.80.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 200 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:26:33 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 26.08 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-14 Location: Cone resistance Tip resistance (tsf) 200100 De p t h ( f t ) 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.80.60.40.2 De p t h ( f t ) 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 420 De p t h ( f t ) 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:26:51 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/29/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-15 Location: Cone resistance Tip resistance (tsf) 15010050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.80.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 20 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:27:05 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-16 Location: Cone resistance Tip resistance (tsf) 15010050 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand Sand & silty sand Sand Sand & silty sand Silty sand & sandy silt Clay & silty clay CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:27:20 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-17 Location: Cone resistance Tip resistance (tsf) 100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 3020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:27:36 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-18 Location: Cone resistance Tip resistance (tsf) 100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 3210 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:27:53 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt Project: Carolina Beach Road Site ECS Southeast, LLP 6714 Netherlands Drive Wilmington, NC 28403 ECS Project # 22-32497 Total depth: 24.93 ft, Date: 11/28/2022 Wilmington, New Hanover County, North Carolina Cone Operator: Cory Robison CPT: S-19 Location: Cone resistance Tip resistance (tsf) 200100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Cone resistance Sleeve friction Friction (tsf) 0.60.40.2 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Sleeve friction Pore pressure u Pressure (psi) 20100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pore pressure u SPT N60 N60 (blows/ft) 6050403020100 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 SPT N60 Norm. Soil Behaviour Type SBTn (Robertson 1990) 181614121086420 De p t h ( f t ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Norm. Soil Behaviour Type Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/14/2022, 6:28:10 PM 0 Project file: D:\CPT\32497 - CB Rd Site\sounding_files.cpt REFERENCE NOTES FOR BORING LOGS MATERIAL1,2 1Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise. 2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs. 3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)]. 4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf). 5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer. 6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize.In such cases, additional methods of measurement are generally employed. 7Minor deviation from ASTM D 2488-17 Note 14. 8Percentages are estimated to the nearest 5% per ASTM D 2488-17. Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved COHESIVE SILTS & CLAYS UNCONFINED COMPRESSIVE STRENGTH, QP4 <0.25 0.25 - <0.50 0.50 - <1.00 1.00 - <2.00 2.00 - <4.00 4.00 - 8.00 >8.00 SPT5 (BPF) CONSISTENCY7 (COHESIVE) GRAVELS, SANDS & NON-COHESIVE SILTS SPT5 DENSITY <5 5 - 10 11 - 30 31 - 50 >50 Very Loose Loose Medium Dense Dense Very Dense WATER LEVELS6 RELATIVE AMOUNT7 Trace With Adjective (ex: “Silty”) COARSE GRAINED (%)8 <5 FINE GRAINED (%)8 <5 DRILLING SAMPLING SYMBOLS & ABBREVIATIONS PARTICLE SIZE IDENTIFICATION DESIGNATION PARTICLE SIZES Hollow Stem Auger Power Auger (no sample) Bulk Sample of Cuttings Wash Sample Shelby Tube Sampler Split Spoon Sampler Rock Quality Designation % Rock Sample Recovery % Rock Core, NX, BX, AX Rock Bit Drilling Pressuremeter TestSS ST WS BS PA HSA RQD PM RD RC REC Boulders Cobbles Gravel: Sand: Silt & Clay (“Fines”) Fine Medium Coarse Fine Coarse 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) <0.074 mm (smaller than a No. 200 sieve) 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve) 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) 4.75 mm to 19 mm (No. 4 sieve to ¾ inch) ¾ inch to 3 inches (19 mm to 75 mm) 3 inches to 12 inches (75 mm to 300 mm) 12 inches (300 mm) or larger >50 31 - 50 16 - 30 9 - 15 5 - 8 2 - 4 <2 Very Hard Hard Very Stiff Stiff Firm Soft Very Soft ASPHALT CONCRETE GRAVEL TOPSOIL VOID BRICK AGGREGATE BASE COURSE GW GP GM GC SW SP SM SC ML MH CL CH OL OH PT WELL-GRADED GRAVEL gravel-sand mixtures, little or no fines POORLY-GRADED GRAVEL gravel-sand mixtures, little or no fines SILTY GRAVEL gravel-sand-silt mixtures CLAYEY GRAVEL gravel-sand-clay mixtures WELL-GRADED SAND gravelly sand, little or no fines POORLY-GRADED SAND gravelly sand, little or no fines SILTY SAND sand-silt mixtures CLAYEY SAND sand-clay mixtures SILT non-plastic to medium plasticity ELASTIC SILT high plasticity LEAN CLAY low to medium plasticity FAT CLAY high plasticity ORGANIC SILT or CLAY non-plastic to low plasticity ORGANIC SILT or CLAY high plasticity PEAT highly organic soils WL (First Encountered) WL (Completion) WL (Seasonal High Water) WL (Stabilized) FILL POSSIBLE FILL PROBABLE FILL ROCK FILL AND ROCK 25 - 45 10 - 20 30 - 45 10 - 25 DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness [6.00"] (SP) FINE SAND, tan, moist (SP) FINE TO MEDIUM SAND, orange, moist (SP) FINE TO MEDIUM SAND, tan, moist END OF HAND AUGER AT 6.0 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site HA-1 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[6.00"] (SP) FINE TO MEDIUM SAND, tan, moist (SP) FINE TO MEDIUM SAND, orange, moist (SP) FINE TO MEDIUM SAND, tan, moist END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-01 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[8.00"] (SP) FINE TO MEDIUM SAND, tan, moist (SP) FINE TO MEDIUM SAND, orange, moist END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-02 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[8.00"] (SP) FINE TO MEDIUM SAND, gray, moist (SM) SILTY FINE TO MEDIUM SAND, brown, moist (SP) FINE TO MEDIUM SAND, tan, moist to saturated END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-03 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)3.80 REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[8.00"] (SP) FINE TO MEDIUM SAND, tan, moist (SP) FINE TO MEDIUM SAND, orange, moist END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-04 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[5.00"] (SP) FINE SAND, yellow, moist END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-05 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[1.00"] (SP) FINE TO MEDIUM SAND, yellow, moist (SP) FINE TO MEDIUM SAND, orange, moist END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-06 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[1.00"] (SP) FINE TO MEDIUM SAND, light orange, moist END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-07 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)REG Nov 09 2022 English HAND AUGER LOG DE PTH ( F T ) 5 WATE R L E V E L S EL E VATI O N ( F T ) -5 DESCRIPTION OF MATERIAL Topsoil Thickness[8.00"] (SM) SILTY FINE TO MEDIUM SAND, dark brown, moist to saturated END OF HAND AUGER AT 4 FT EXCAVATI O N E F FORT DC P SA M P L E N U M B E R FI N ES CON T E N T (% ) MO I S T U R E CON T E N T (% ) CLIENT:PROJECT NO.: Tanner Postal Commercial Real Estate, LLC 22:32497 PROJECT NAME:HAND AUGER NO.: Carolina Beach Road Site K-08 SITE LOCATION: 6800 Carolina Beach Rd, Wilmington, North Carolina, 28401 NORTHING:EASTING: SHEET: 1 of 1 SURFACE ELEVATION: STATION: REMARKS: THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EXCAVATION EFFORT: E -EASY M -MEDIUM D -DIFFICULT VD -VERY DIFFICULT WL (First Encountered)WL (Seasonal High)ECS REP:DATE COMPLETED:UNITS:CAVE-IN-DEPTH: WL (CompleƟon)4.00 REG Nov 09 2022 English HAND AUGER LOG DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-1 Soil Type(s):SAND (SP) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 264.16 1 5 518.16 1 5 762 1 1 792.48 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-2 Soil Type(s):SAND (SP) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 228.6 1 5 335.28 1 5 429.26 1 5 538.48 1 5 660.4 1 5 789.94 1 5 932.18 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-3 Soil Type(s):SAND (SP/SM) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 279.4 1 5 441.96 1 5 637.54 1 5 797.56 1 4 927.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-4 Soil Type(s):SAND (SP) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 160.02 1 5 281.94 1 5 439.42 1 5 647.7 1 5 833.12 1 2 919.48 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-5 Soil Type(s):SAND (SP) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 294.64 1 5 515.62 1 5 756.92 1 4 914.4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-7 Soil Type(s):SAND (SP) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 281.94 1 5 487.68 1 5 695.96 1 5 845.82 1 3 924.56 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) DCP TEST DATA Project:Carolina Beach Road Site Date:9-Nov-22 Location:K-8 Soil Type(s):SAND (SM) No. of Accumulative Type of Blows Penetration Hammer (mm) 0 0 1 5 314.96 1 5 553.72 1 5 825.5 1 3 919.48 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 0.1 1.0 10.0 100.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 DE P T H , i n . CBR DE P T H , m m 10.1 lbs. 17.6 lbs. Both hammers used Soil TypeCH CL All other soils Hammer 0 127 254 381 508 635 762 889 1016 0 14 28 42 56 69 83 0 5 10 15 20 25 30 35 40 0 2000 4000 6000 8000 10000 12000 DE P T H , m m BEARING CAPACITY, psi DE P T H , i n BEARING CAPACITY, psf Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955) APPENDIX C – Supplemental Report Documents GBA Document Geotechnical-Engineering Report Important Information about This Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated. Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect: • the site’s size or shape; • the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; • the elevation, configuration, location, orientation, or weight of the proposed structure; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems. Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists. Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org E3 – GEOTECHNICAL SHWT REPORT July 19, 2023 Mr. Dan Hernandez Impeccable Development 621 NW 53rd Street Boca Raton, Florida 33487 Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing Carolina Beach Road Site Wilmington, New Hanover County, North Carolina ECS Project No. 49.20784 Dear Mr. Hernandez: ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation and infiltration testing within the stormwater control measure (SCM) area(s) along Carolina Beach Road in Wilmington, New Hanover County, North Carolina. This letter, with attachments, is the report of our testing. Field Testing On July 18, 2023, ECS conducted an exploration of the subsurface soil and groundwater conditions, in accordance with the NCDEQ Stormwater Design Manual section A-2, at three requested locations shown on the attached Boring Location Plan (Figure 1). ECS used GPS equipment in order to determine the boring locations. The purpose of this exploration was to obtain subsurface information of the in situ soils for the SCM area(s). ECS explored the subsurface soil and groundwater conditions by advancing one hand auger boring into the existing ground surface at each of the requested boring locations. ECS visually classified the subsurface soils and obtained representative samples of each soil type encountered. ECS also recorded the SHWT and groundwater elevation observed at the time of the hand auger borings. The attached Infiltration Testing Form provides a summary of the subsurface conditions encountered at the hand auger boring locations. The SHWT and groundwater elevation was estimated at the boring locations below the existing grade elevation. A summary of the findings are as follows: Location SHWT Groundwater I-1 18 inches 26 inches I-2 20 inches 24 inches I-3 20 inches 35 inches ECS has conducted three infiltration tests utilizing a compact constant head permeameter near the hand auger borings in order to estimate the infiltration rate for the subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive soil horizon. Report of SHWT Estimation and Infiltration Testing Carolina Beach Road Site Wilmington, New Hanover County, North Carolina ECS Project No. 49.20784 July 19, 2023 2 Field Test Results Below is a summary of the infiltration test results: Location Description Depth Inches/ hour I-1 Black silty SAND 17 inches 0.40 I-2 Black silty SAND 13 inches 0.25 I-3 Brown/tan/gray fine SAND w/ silt 12 inches 3.83 Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil classification and subsurface conditions. ECS recommends that a licensed surveyor provide the elevations of the boring locations. Closure ECS’s analysis of the site has been based on our understanding of the site, the project information provided to us, and the data obtained during our exploration. If the project information provided to us is changed, please contact us so that our recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of any site or subsurface conditions during construction which deviate from the data outlined in this exploration should be reported to us for our review, analysis and revision of our recommendations, if necessary. The assessment of site environmental conditions for the presence of pollutants in the soil and groundwater of the site is beyond the scope of this geotechnical exploration. ECS appreciates the opportunity to provide our services to you on this project. If you have any questions concerning this report or this project, please contact us. Respectfully, ECS SOUTHEAST, LLP K. Brooks Wall W. Brandon Fulton, PSC, PWS, LSS Project Manager Environmental Department Manager bwall@ecslimited.com bfulton@ecslimited.com 910-686-9114 704-525-5152 Attachments: Figure 1 - Boring Location Plan Infiltration Testing Form GBA Document APPROXIMATE BORING LOCATIONS SCALE SHOWN ABOVE Carolina Beach Road SiteWilmington, New Hanover County, North Carolina ECS Project # 49.20784July 18, 2023JF Figure 1–Boring Location Plan Provided by: Google Earth I-1 I-2 N W S E N W S E I-3 Infiltration Testing Form Carolina Beach Road Site Wilmington, New Hanover County, North Carolina ECS Project No. 49.20784 July 18, 2023 Location Depth USCS Soil Description I-1 0-15” SM Brown/dark gray fine SAND w/ silt 15”-26” SM Black silty SAND Seasonal High Water Table was estimated to be at 18 inches below the existing grade elevation. Groundwater was observed to be at 26 inches below the existing grade elevation. Test was conducted at 17 inches below existing grade elevation Infiltration Rate: 0.40 inches per hour Location Depth USCS Soil Description I-2 0-12” SP Dark gray fine SAND 12”-24” SM Black silty SAND Seasonal High Water Table was estimated to be at 20 inches below the existing grade elevation. Groundwater was observed to be at 24 inches below the existing grade elevation. Test was conducted at 13 inches below existing grade elevation Infiltration Rate: 0.25 inches per hour Location Depth USCS Soil Description I-3 0-10” SP Dark gray fine SAND 10”-35” SM Brown/tan/gray fine SAND w/ silt Seasonal High Water Table was estimated to be at 20 inches below the existing grade elevation. Groundwater was observed to be at 35 inches below the existing grade elevation. Test was conducted at 12 inches below existing grade elevation Infiltration Rate: 3.83 inches per hour Geotechnical-Engineering Report Important Information about This Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated. Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect: • the site’s size or shape; • the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; • the elevation, configuration, location, orientation, or weight of the proposed structure; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems. Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists. Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org