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2023-0912 - WAWA Carolina Beach & Myrtle Grove Storm Report - Signed_v1
Stormwater Management Analysis and Calculations WAWA – CAROLINA BEACH & MYRTLE GROVE NEW HANOVER COUNTY, NC Prepared for: Impeccable Development 621 NW 53rd Street Suite #320 Boca Raton, FL 33487 Date: September 12, 2023 KHA Reference #: 117152010 © Kimley-Horn and Associates, Inc. 2023 200 South Tryon, Suite 200, Charlotte, NC 28202 Phone: 704-333-5131 NC FIRM #F-010 WAWA – CAROLINA BEACH & MYRTLE GROVE WILMINGTON, 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 September 12, 2023 KHA PROJECT NO. 117152010 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. WAWA – CAROLINA BEACH & MYRTLE GROVE 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 6.0 STORMWATER CONVEYANCE NETWORK CALCULATIONS ............................................ 6 7.0 WATER QUALITY..................................................................................................................... 6 8.0 WATER QUANTITY .................................................................................................................. 6 9.0 EROSION AND SEDIMENT CONTROL ................................................................................... 6 10.0 EROSION AND SEDIMENT CONTROL PLANS ...................................................................... 7 10.1.Soil Stabilization .................................................................................................................. 7 10.2.Structural Controls ............................................................................................................... 8 11.0 CONCLUSION ........................................................................................................................... 9 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 APPENDIX B: STORMWATER TREATMENT (FOR REFERNCE ONLY) B1 – PRE- AND POST-DEVELOPMENT DRAINAGE AREA MAPS APPENDIX C: STORMWATER CONVEYANCE NETWORK C1 – INLET DRAINAGE AREA MAP C2 – 25-YEAR HYDRAFLOW CALCULATIONS & PROFILES APPENDIX D: SUPPLEMENTAL INFORMATION D1 – NOAA RAINFALL INTENSITIES D2 – GEOTECHNICAL REPORT 1.0 BACKGROUND This report contains the approach and results of a stormwater analysis for the Wawa – Carolina Beach & Myrtle Grove project. This project is located near 6800 Carolina Beach Road in New Hanover County, North Carolina. Construction of this site is intended to include a Wawa convenience store, fuel canopy, surface parking, site lighting, necessary site utilities, and a stormwater conveyance network. An adjacent enabling project will be under construction west of this project site during construction. Please see the Stormwater Management Analysis and Calculations for the 6800 Carolina Beach – Enabling Project for more information. See below for a table for basic project information. Project Name:Wawa –Carolina Beach & Myrtle Grove Road Parcel Identification Number (PINs):R08200-001-026-000, R08200-001-024-000, & R08200-001-023-000 Project Site Area:2.07 acres Quantification of Existing Impervious Area:0.25 acres Quantification of Proposed Impervious Area:1.88 acres Quantification of Max Impervious Area:2.11 acres Area of Land Disturbance:2.85 acres This design package has been prepared in accordance with the applicable federal, 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. This is the commercial portion of an overall project that will take up around 2.07 acres of a larger 11.03- acre development, all owned by the Impeccable Development. The project will incorporate a full storm network made up of reinforced concrete (RCP) and PVC pipe. The storm network will collect and route the rainfall runoff to different points of analysis using an offsite BMP. 2.0 EXISTING CONDITIONS The project site has six buildings of various sizes, pump house, concrete sidewalk, and a gravel driveway. The surface condition runoff from the project site discharges by concentrated overland sheet flow to Lords Creek west of the site and is a part of the Cape Fear River Basin. There are two existing outfall locations shown as Points of Analysis (POA) in the drainage area map. Please refer to the pre-development exhibit in Appendix B for more information. 3.0 SOILS There has been a geotechnical study completed on the site indicating subsurface conditions consisting of fill and coastal plain soils. Based on USDA Soil Classification Map found in Appendix A, the subject project hydraulic soil group predominantly consists of the following: §Le – Hydraulic Soil Group A/D §Wa – Hydraulic Soil Group A 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 part of Phase 1 in the overall development near 6800 Carolina Beach Road in New Hanover County, North Carolina. This portion of the project will consist of a Wawa Fuel Station and its appropriate appurtenances that will result in an increase in overall impervious area on site. The project site will tie into a downstream storm network and stormwater control wetland designed in the 6800 Carolina Beach – Enabling Project. This stormwater control measure (SCM) has been designed to attenuate and treat the net impervious area increase generated by this development. The Wawa project is upstream of the Phase 2 development. The proposed stormwater wetland will be in the Northwest corner of the adjacent project parcel. 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. Refer to Appendix B for project site exhibits supporting design calculations. Please see the Stormwater Management Analysis and Calculations for the 6800 Carolina Beach – Enabling Project for more information. 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. This requirement will be accomplished using one onsite stormwater wetland facility. Refer to Appendix B for project site exhibits supporting design calculations. Please see the Stormwater Management Analysis and Calculations for the 6800 Carolina Beach – Enabling Project for more information. 9.0 EROSION AND SEDIMENT CONTROL The project will require disturbance of approximately 2.85-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 sediment trap, construction entrance, silt fence, silt fence outlets, temporary protection fence, permanent storm pipe, inlet protection, primary spillway, slope stabilization, temporary seeding and permanent seeding. Erosion control BMPs have been designed in accordance with the New Hanover County and North Carolina Department of Environmental Quality (NCDEQ) standards. 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 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 rock used to create a stabilization 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.Construction Exit – 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. 10.2.4.Sediment Trap – Sediment traps are depressions constructed downslope of construction activity and located such that stormwater runoff from upland area are diverted through the basin. Sediment traps shall be constructed as directed by the Erosion Control Plan and shall be constructed as part of the initial phase 1 BPMs. 11.0 CONCLUSION This report, the attached calculations, and the attached plans and details have been prepared to meet the New Hanover County 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 2.85 Acres. ·The stormwater conveyance network has been designed to convey the 25-year rainfall event. ·Please see the Stormwater Management Analysis and Calculations for the 6800 Carolina Beach – Enabling Project for more information. 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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./ SITE LOCATION APPENDIX B: STORMWATER TREATMENT REFER TO THE STORMWATER MANAGEMENT ANALYSIS AND CALCULATIONS FOR THE 6800 CAROLINA BEACH – ENABLING PROJECT FOR MORE INFORMATION. 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: 09-07-2023 SHEET 1 of 1 OPEN SPACE 4 AC I0PER9IOUS 011 AC PRE-DE9ELOP0ENT POA 2 LEGEND TC 1992 0IN OPEN SPACE 119 AC I0PER9IOUS 072 AC PRE-DE9ELOP0ENT POA 1 TC 2285 0IN * * NORTH LS B LS B LSBLSB LS B LS B LS B LS B LSBLSBLSB LS B LS B LS B LS B LS B LS B LS B LSB LSB LSB LSB LS B LSB LSB BSLBSL BS L BS L BS L BS LBSLBSLBSL BS L BS L BS L BS L BS L BS L BSL BSL BSL BSL BS L BSL BS L BS L Y Y Y Y Y Y Y Y YYYYY Y DE DEDEDEDEDE DE DE DE DEDE DE DE DE DE DE DE DE DE DE DE DE DE BSL BSL BSL BS L BS L BS L BSLBSLBSL BS L BS L LSB LSB LSB LSB LS B L S B LS B LSBLSBLSB LS B LS B U59FB-L 5,919 GSF VAN M DE DEDE DE DE DE DE 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: 09/07/2023 SHEET 1 of 1 OPEN SPACE 5 AC IMPER9IOUS 001 AC POST-DE9ELOPMENT POA 2 LEGEND TC 199 MIN OPEN SPACE 305 AC IMPER9IOUS 297 AC POST-DE9ELOPMENT POA 1 ONSITE TC 189 MIN * NORTH OPEN SPACE 1089 AC IMPER9IOUS 000 AC POST-DE9ELOPMENT POA 1 BYPASS TC 292 MIN * APPENDIX C: STORMWATER CONVEYANCE NETWORK REFER TO THE STORMWATER MANAGEMENT ANALYSIS AND CALCULATIONS FOR THE 6800 CAROLINA BEACH – ENABLING PROJECT FOR DOWNSTREAM INFORMATION. C1: INLET AREA MAP COM COM COM COM 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 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 Le Wa BSL BSL BSL BSL BSL BSL BSL BS L B S L BS L BS L BSLBSLBSLBSLBSLBSLBSL BS L BS L BS L BS L LSB LSB LSB LSB LSB LSB LSB LSB LS B LS B LS B LS B L S B LSBLSBLSBLSBLSBLSBLSB LS B LS B LS B LS B 11 9 9 8 U59FB-L 5,919 GSF VA N UE UE UE UE UEUEUE M 8 5 DE DE DE DEDEDEDE DE DE DE DE DE DE DE DE Catchment - (1) STR:S5.3 0.37 AC 16,148.10 SF C=0.9. Tc:5 Catchment - (2) STR:S5.2 0.12 AC 5,317.57 SF C=0.9. Tc:5 Catchment - (3) STR:S5.1 0.10 AC 4,208.69 SF C=0.9. Tc:5 Catchment - (4) STR:S6 0.13 AC 5,765.29 SF C=1.0. Tc:5 Catchment - (5) STR:S5 0.02 AC 948.40 SF C=0.9. Tc:5 Catchment - (6) STR:s5.1 0.05 AC 2,249.80 SF C=0.9. Tc:5 Catchment - (7) STR:S7.1 0.16 AC 6,874.12 SF C=0.9. Tc:5 Catchment - (8) STR:S7 0.14 AC 5,981.59 SF C=0.9. Tc:5 Catchment - (9) STR:S8 0.12 AC 5,356.77 SF C=0.9. Tc:5 Catchment - (10) STR:S9 0.16 AC 7,118.10 SF C=0.9. Tc:5 Catchment - (12) STR:S4 0.10 AC 4,388.13 SF C=1.0. Tc:5 Catchment - (15) STR:S8.1 0.26 AC 11,536.94 SF C=0.2. Tc:5 Catchment - (16) STR:S9.1 0.07 AC 3,030.70 SF C=0.9. Tc:5 Catchment - (17) STR:S9.2 0.07 AC 3,119.99 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 0 4 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 Se p t e m b e r 1 1 , 2 0 2 3 1 0 : 0 4 : 1 3 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 \ C o m m e r c 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 09 / 0 8 / 2 0 2 3 TA C AM R AC K LEGEND DRAINAGE AREA SOIL BOUNDARY SOIL TYPECo C2: 25-YR HYDRAFLOW CONVEYANCE REPORT 6800 CAROLINA BEACH - ENABLING PROJECT 6800 CAROLINA BEACH - ENABLING PROJECT APPENDIX D: SUPPLEMENTAL INFORMATION 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 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