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Home My WebLink About20200443 Ver 1_NOTIP_GEO_SLOOPS_REPORT_20200402STATE STATE PROJECT REFERENCE NO. SHEET TOTAL NO. I SHEETS STATE OF NORTH CAROLINA N-C- DF15416.2130012 I 10 DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS CAUTION NOTICE CONTENTS GEOTECHNICAL ENGINEERING UNIT THE SUBSURFACE INFORMATION AND THE SUBSURFACE INVESTIGATION ON WHICH IT IS BASED WERE SHEET NO. DESCRIPTION MADE FOR THE PURPOSE OF PREPARING THE SCOPE OF WORK TO BE INCLUDED IN THE REOUEST FOR PROPOSAL. THE VARIOUS FIELD BORING LOGS. ROCK CORES AND SOIL TEST DATA AVAILABLE MAY I TITLE SHEET 2 LEGEND (SOIL &all ROCK) STRUCTURE BE REVIEWED OR INSPECTED IN RABY CONTACTING THE N. C. DEPARTMENT OF TRANSPORTATION, GEOTECHNICAL ENGINEERING UNIT ATT (91 f918) 707-6850. THE SUBSURFACE PLANS AND REPORTS. FIELD BORING LOGS.ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT. 3 SITE PLAN 4-6 BORE LOGS SUBSURFACE I1�1 VESTIGA TI01� SOIL AND ROCK BOUNDARIES WITHIN A BOREHOLE ARE EASED ON GEOTECHNICAL INTERPRETATION UNLESS ENCOUNTERED IN SAMPLE. INTERPRETED BOUNDARIES MAY NOT NECESSARILY REFLECT ACTUAL SUBSURFACE CONDITIONS BETWEEN SAMPLED STRATA AND BOREHOLE INFORMATION MAY NOT 7 SOIL TEST RESULTS NECESSARILY REFLECT ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS. THE LABORATORY $-10 GRAIN SIZE DISTRIBUTION GRAPHS SAMPLE DATA AND THE IN SITU (IN -PLACE) TEST DATA CAN BE RELIED ON ONLY TO THE DEGREE OF RELIABILITY INHERENT IN THE STANDARD TEST METHOD. THE OBSERVED WATER LEVELS OR SOIL MOISTURE CONDITIONS INDICATED IN THE SUBSURFACE INVESTIGATIONS ARE AS RECORDED AT THE O COUNTY DARE TIME OF THE INVESTIGATION. THESE WATER LEVELS OR SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS INCLUDING TEMPERATURES. PRECIPITATION AND WIND, AS WELL AS OTHER NON -CLIMATIC FACTORS. �J D /'+ PROJECT DESCRIPTION SLOOPS CHANNEL V IBRACORE THE BIDDER OR CONTRACTOR IS CAUTIONED THAT DETAILS SHOWN ON THE SUBSURFACE PLANS ARE AND GRAIN SIZE ANALYSIS PRELIMINARY ONLY AND IN MANY CASES THE FINAL DESIGN DETAILS ARE DIFFERENT. FOR BIDDING AND CONSTRUCTION PURPOSES. REFER TO THE CONSTRUCTION PLANS AND DOCUMENTS FOR FINAL DESIGN INFORMATION ON THIS PROJECT. THE DEPARTMENT DOES NOT WARRANT OR GUARANTEE THE SUFFICIENCY OR ACCURACY OF THE INVESTIGATION MADE, NOR THE INTERPRETATIONS MADE, OR • OPINION OF THE DEPARTMENT AS TO THE TYPE OF MATERIALS AND CONDITIONS TO BE ENCOUNTERED. INVENTORY THE BIDDER OR CONTRACTOR IS CAUTIONED TO MAKE SUCH INDEPENDENT SUBSURFACE INVESTIGATIONS AS HE DEEMS NECESSARY TO SATISFY HIMSELF AS TO CONDITIONS TO BE ENCOUNTERED ON THE PROJECT. THE CONTRACTOR SHALL HAVE NO CLAIM FOR ADDITIONAL COMPENSATION OR FOR AN EXTENSION OF TIME FOR ANY REASON RESULTING FROM THE ACTUAL CONDITIONS ENCOUNTERED AT V THE SITE DIFFERING FROM THOSE INDICATED IN THE SUBSURFACE INFORMATION. NOTES: I. THE INFORMATION CONTAINED HEREIN IS NOT IMPLIED OR GUARANTEED BY THE N. C. DEPARTMENT OF TRANSPORTATION AS ACCURATE NOR IS IT CONSIDERED PART OF THE PLANS. SPECIFICATIONS OR CONTRACT FOR THE PROJECT. 2. BY HAVING REOUESTED THIS INFORMATION, THE CONTRACTOR SPECIFICALLY WAIVES ANY CLAIMS FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BETWEEN THE CONDITIONS INDICATED HEREIN AND THE ACTUAL CONDITIONS AT THE PROJECT SITE. PERSONNEL WL. PUGH D. T. CHALMERS WE. SWAIN INVESTIGATED BY CATLIN DRAWN BY S. V. HUDSON CHECKED BY J. LEE STONE, LG SUBMITTED BY S. V. HUDSON, LG DATE NOVEMBER 2018 CATLIN Engineers and Scientists V Wilmington, North Carolina ~ CARp�',i A= = SEAL L 1583 = c Evil V - .- �'�., cF0 L OG �SOSO;� O DocuSigned by: 11/20/2018 62E=�E3�d� ATURE DATE DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED PROJECT REFERENCE NO. I SHEET NO. DF15416.21300121 2 SOIL IS CONSIDERED UNCONSOL IOATEO.SEMI -CONSOLIDATED. OR WEATHERED EARTH MATERIALS THAT CAN BE PENETRATED WITH A CONTINUOUS FLIGHT POWER AUGER AND YIELD LESS THAN 100 BLOWS PER FOOT ACCORDING TO THE STANDARD PENETRATION TEST (AASHTO T 206.ASTM D1586). SOIL CLASSIFICATION IS BASED ON THE AASHTO SYSTEM. BASIC DESCRIPTIONS GENERALLY INCLUDE THE FOLLOWNG; CONSISTENCY, COLOR, TEXTURE, MOISTURE, AASHTO CLASSIFICATION, AND OTHER PERTINENT FACTORS SUCH AS MINERALOGICAL COMPOSITION, ANGULARITY, STRUCTURE, PLASTICITY, ETC. FOR EXAMPLE, VERY STIFF.GRAY.SILTY CLAYA O/ST WITH INTERBEDDED FINE SAND LAYERS.HIGHLY PLA5TIC.A-7-6 GRANULAR MATERIALS ORGANIC MATERIALS , :5 35% PASSING 200) LITTLE M"ERITE AMOUNTS D, ORGANIC MATTER :• . : GEN. RATING EXCELLENT TO 0000 FAIR TO POOR FAIR TO p00R UNSUITABLE AS SUBGRADE POOR PI OF A-7-5 SUBGROUP IS <_ LL - 30 ;PI OF A-7-6 SUBGROUP IS > LL - 30 NORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS GEOTECHINICAL ENGINEERING UNIT SUBSURFACE INVESTIGATION SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS WELL GRADED - INDICATES A GOOD REPRESENTATION OF PARTICLE SIZES FROM FINE TO COARSE. UNIFORMLY GRADED - INDICATES THAT SOIL PARTICLES ARE ALL APPROXIMATELY THE SAME SIZE. GAP -GRADED - INDICATES A MIXTURE OF UNIFORM PARTICLE SIZES OF TWO OR MORE SIZES. THE ANGULARITY OR ROUNDNESS OF SOIL GRAINS IS DESIGNATED BY THE TERMS: ANGULAR.SUBANGULAR.SUBROUNOEO.OR ROUNDED. MINERALOGICAL COMPOSITION MINERAL NAMES SUCH AS QUARTZ, FELDSPAR, MICA. TALC. KAOLIN. ETC. ARE USED IN DESCRIPTIONS WHEN THEY ARE CONSIDERED OF SIGNIFICANCE. COMPRESSIBILITY SLIGHTLY COMPRESSIBLE LL < 31 MODERATELY COMPRESSIBLE LL = 31- 50 HIGHLY COMPRESSIBLE LL > 50 PERCENTAGE OF MATERIAL GRANULAR SILT - CLAY ORGANIC MATERIAL SOILS SOILS OTHER MATERIAL TRACE OF ORGANIC MATTER 2 - 3% 3 - 5% TRACE 1- 10% LITTLE ORGANIC MATTER 3 - 5% 5 - 12% LITTLE 10 - 20% MODERATELY ORGANIC 5 - 10% 12 - 20% SOME 20 - 35% HIGHLY ORGANIC > 10% > 20% HIGHLY 35% AND ABOVE 1 WATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING y STATIC WATER LEVEL AFTER 24 HOURS PW PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA V UI- SPRING OR SEEP PRIMARY SOIL TYPE COMPACTNESS OR CONSISTENCY RANGE OF STANDARD PENETRATION RESISTENCE (N-VALUE) RANGE OF UNCONFINED COMPRESSIVE STRENGTH (TONS/FTz) L L ROADWAY EMBANKMENT (RE) WITH SOIL DESCRIPTION SOIL SYMBOL 25/025 DIP & DIP DIRECTION OF ROCK STRUCTURES 5°T WT T TEST BORING O SLOPE INDICATOR GENERALLY VERY LOOSE < 4 GRANULAR LOOSE 4 TO 10 INSTALLATION MATERIAL MEDIUM DENSE DENSE 10 TO 30 30 TO 50 N/A ARTIFICIAL FILL (AF)OTHER ® AUGER BORING ® CONE PENETROMETER (NON -COHESIVE) THAN ROADWAY EMBANKMENT TEST VERY DENSE > 50 INFERRED SOIL BOUNDARY CORE BORING • SOUNDING ROD VERY SOFT < 2 < 0.25 GENERALLY SOFT 2 TO 4 0.25 TO 0.5 SILT -CLAY MEDIUM STIFF 4 TO 8 0.5 TO L0 71l=iTA_ INFERRED ROCK LINE "'o MONITORING WELL TESTBORING MATERIAL STIFF 8 TO 15 1 TO 2 (COHESIVE) VERY STIFF 15 TO 30 2 TO 4 T....4 ALLUVIAL SOIL BOUNDARY 0 PIEZOMETER o— SPT N-VALUE HARD > 30 > 4 INSTALLATION U.S. STO. SIEVE SIZE OPENING (MM) BOULDER COBBLE (BLDR.) (COB.) GRAIN MM 305 75 SIZE IN. 12 3 SOIL h SOIL MOISTURE SCALE (ATTERBERG LIMITS) PLASTILL I LIQUID LIMIT C RANGE (PI) PL PLASTIC LIMIT 4 10 40 4.76 2.00 0.42 GRAVEL COARSE (GR.) SAND (CSE. SO.1 2.0 STURE - CORRELE FIELD MOISTURE DESCRIPTION - SATURATED - (SAT.) 60 200 270 0.25 0.075 0.053 FINE SILT SAND (SL.)(F SO.) 0.25 0.05 0.005 ® UNDERCUT ® UNSUIT BLE WAS EAVATION - ACCEPTABLIE BUT NOT TTONBE ■ SHALLOW ® UNCLASSIFIED EXCAVATION - USED IN THE TOP 3 FEET OF CLAY UNDERCUT ACCEPTABLE DEGRADABLE ROCK EMBANKMENT OR BACKFILL (CLJ GUIDE FOR FIELD MOISTURE DESCRIPTION USUALLY LIQUID: VERY WET, USUALLY FROM BELOW THE GROUND WATER TABLE - WET - (W) SEMISOLID; REQUIRES DRYING TO I ATTAIN OPTIMUM MOISTURE OM OPTIMUM MOISTURE - MOIST - (M) SOLID; AT OR NEAR OPTIMUM MOISTURE SL SHRINKAGE LIMIT REOUIRES ADDITIONAL WATER TO - DRY - (0) ATTAIN OPTIMUM MOISTURE PLASTICITY PLASTICITY INDEX (PI) DRY STRENGTH NON PLASTIC 0-5 VERY LOW SLIGHTLY PLASTIC 6-15 SLIGHT MODERATELY PLASTIC 16-25 MEDIUM HIGHLY PLASTIC 26 OR MORE HIGH DESCRIPTIONS MAY INCLUDE COLOR OR COLOR COMBINATIONS (TAN, RED. YELLOW -BROWN, BLUE -GRAY). MODIFIERS SUCH AS LIGHT, DARK, STREAKED, ETC. ARE USED TO DESCRIBE APPEARANCE. AR - AUGER REFUSAL MED.- MEDIUM BT - BORING TERMINATED MICA.- MICACEOUS CL.- CLAY MOD.- MODERATELY CPT - CONE PENETRATION TEST NP - NON PLASTIC CSE. - COARSE ORO. - ORGANIC DMT - DILATOMETER TEST PMT - PRESSUREMETER TEST OPT - DYNAMIC PENETRATION TEST SAP.- SAPROLITIC e - VOID RATIO SD.- SAND. SANDY F - FINE SL. - SILT, SILTY FOSS.- FOSSILIFEROUS SILL - SLIGHTLY FRAC.- FRACTURED,FRACTURES TCR - TRICONE REFUSAL FRAGS.- FRAGMENTS w - MOISTURE CONTENT HI. - HIGHLY V - VERY DRILL UNITS: ❑ CME-45C ❑ CME-55 ❑ CME-550 ❑ VANE SHEAR TEST ❑ PORTABLE HOIST ❑X VIBRACORE ADVANCING TOOLS: ❑ CLAY BITS ❑ 6-CONTINUOUS FLIGHT AUGER ❑ B' HOLLOW AUGERS ❑ HARD FACED FINGER BITS ❑ TUNG.-CARBIDE INSERTS ❑ CASING ❑ W/ ADVANCER ❑ TRICONE 'STEEL TEETH ❑ TRICONE ' TUNG.-CARE. ❑ CORE BIT VST - VANE SHEAR TEST WEA.- WEATHERED �- UNIT WEIGHT 7a- DRY UNIT WEIGHT SAMPLE ABBREVIATIONS S - BULK SS - SPLIT SPOON ST - SHELBY TUBE RS - ROCK FIT - RECOMPACTED TRIA%IAL CBR - CALIFORNIA BEARING RAT10 HAMMER TYPE: ❑ AUTOMATIC ❑ MANUAL CORE SIZE: ❑B ❑H ❑-N HAND TOOLS: ❑ POST HOLE DIGGER ❑ HAND AUGER ❑ SOUNDING ROD ❑ VANE SHEAR TEST ROCK LINE INDICATES THE LEVEL AT WHICH NON -COASTAL PLAIN MATERIAL WOULD YIELD SPT REFUSAL. SPT REFUSAL IS PENETRATION BY A SPLIT SPOON SAMPLER EQUAL TO OR LESS THAN 0.1 FOOT PER 60 BLOWS IN NON -COASTAL PLAIN MATERIAL. THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN REPRESENTED BY A ZONE OF WEATHERED ROCK. ROCK MATERIALS ARE TYPICALLY DIVIDED AS FOLLOWS: WEATHERED NON -COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT N VALUES > ROCK (WR) 100 BLOWS PER FOOT IF TESTED. CRYSTALLINE / ' / FINE TO COARSE GRAIN IGNEOUS AND METAMORPHIC ROCK THAT ROCK (CR) �i• �i• WOULD YIELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES GRANITE. GNEISS, GABBRO, SCHIST, ETC. NON -CRYSTALLINE — _ _ FINE TO COARSE GRAIN METAMORPHIC AND NON -COASTAL PLAIN ROCK (NCR) — SEDIMENTARY ROCK THAT WOULD YEELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES PHYLLITE,SLATE, SANDSTONE, ETC. COASTAL PLAIN COASTAL PLAIN SEDIMENTS CEMENTED INTO ROCK,BUT MAY NOT YIELD SEDIMENTARY ROCK SPT REFUSA, . ROCK TYPE INCLUDES LIMESTONE, SANDSTONE, CEMENTED FRESH ROCK FRESH,CRYSTALS BRIGHT,FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK RINGS UNDER HAMMER IF CRYSTALLINE. VERY SLIGHT ROCK GENERALLY FRESH,JOINTS STAINED,SOME JOINTS MAY SHOW THIN CLAY COATINGS IF OPEN, (V SL CRYSTALS ON A BROKEN SPECIMEN FACE SHINE BRIGHTLY. ROCK RINGS UNDER HAMMER BLOWS IF OF A CRYSTALLINE NATURE. SLIGHT ROCK GENERALLY FRESH, JOINTS STAINED AND DISCOLORATION EXTENDS INTO ROCK UP TO (SL1.) IINCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS SOME OCCASIONAL FELDSPAR CRYSTALS ARE DULL AND DISCOLORED. CRYSTALLINE ROCKS RING UNDER HAMMER BLOWS. MODERATE SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND WEATHERING EFFECTS. IN (MOD.) GRANITOID ROCKS, MOST FELDSPARS ARE DULL AND DISCOLORED, SOME SHOW CLAY. ROCK HAS DULL SOUND UNDER HAMMER BLOWS AND SHOWS SIGNIFICANT LOSS OF STRENGTH AS COMPARED WITH FRESH ROCK. MODERATELY ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS. ALL FELDSPARS DULL SEVERE AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK SHOWS SEVERE LOSS OF STRENGTH (MOD. SEV.) AND CAN BE EXCAVATED WITH A GEOLOGIST'S PICK. ROCK GIVES 'CLUNK' SOUND WHEN STRUCK. IF TESTED. WOULD YIELD SPT REFUSAL SEVERE ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND EVIDENT BUT (SEV.) REDUCED IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL FELDSPARS ARE KAOLINIZED TO SOME E%TENT. SOME FRAGMENTS OF STRONG ROCK USUALLY REMAIN. !F TESTED. WOULD YIELD SPT N VALUES > 100 BPF VERY ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC ELEMENTS ARE DISCERNIBLE SEVERE BUT MASS IS EFFECTIVELY REDUCED TO SOIL STATUS, WITH ONLY FRAGMENTS OF STRONG ROCK (V SEV.) REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHERED TO A DEGREE THAT ONLY MINOR VESTIGES OF ORIGINAL ROCK FABRIC REMAIN. IF TES lEO. WOULD YIELD SPT N VALUES < 100 BPF COMPLETE ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE, OR DISCERNIBLE ONLY IN SMALL AND SCATTERED CONCENTRATIONS. QUARTZ MAY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS ALSO AN EXAMPLE. VERY HARD CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND SPECIMENS REQUIRES SEVERAL HARD BLOWS OF THE GEOLOGIST'S PICK. HARD CAN BE SCRATCHED BY KNIFE OR PICK ONLY WITH DIFFICULTY. HARD HAMMER BLOWS REQUIRED TO DETACH HAND SPECIMEN. MODERATELY CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES DEEP CAN BE HARD EXCAVATED BY HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIMENS CAN BE DETACHED BY MODERATE BLOWS. MEDIUM CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR PICK POINT. HARD CAN BE EXCAVATED IN SMALL CHIPS TO PEECES 1INCH MAXIMUM SIZE BY HARD BLOWS OF THE POINT OF A GEOLOGIST'S PICK. SOFT CAN BE GROVEO OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN FRAGMENTS FROM CHIPS TO SEVERAL INCHES IN SIZE BY MODERATE BLOWS OF A PICK POINT. SMALL, THIN PIECES CAN BE BROKEN BY FINGER PRESSURE. VERY CAN BE CARVED WITH KNIFE. CAN BE EXCAVATED READILY WITH POINT OF PICK. PIECES 1 INCH SOFT OR MORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE. CAN BE SCRATCHED READILY BY FINGERNAIL. TERM SPACING TERM THICKNESS VERY WIDE MORE THAN 10 FEET VERY THICKLY BEDDED 4 FEET WIDE 3 TO 10 FEET THICKLY BEDDED 1.5 - 4 FEET MODERATELY CLOSE 1 TO 3 FEET THINLY BEDDED 0.16 - 1.5 FEET CLOSE 0.16 TO 1 FOOT VERY THINLY BEDDED 0.03 - 0.16 FEET VERY CLOSE LESS THAN 0.16 FEET THICKLY LAMINATED 0.008 - 0.03 FEET THINLY LAMINATED < 0.008 FEET FOR SEDIMENTARY ROCKS, INDURATION IS THE HARDENING OF MATERIAL BY CEMENTING, HEAT, PRESSURE, ETC. FRIABLE RUBBING WITH FINGER FREES NUMEROUS GRAINS; GENTLE BLOW BY HAMMER DISINTEGRATES SAMPLE. MODERATELY INDURATED GRAINS CAN BE SEPARATED FROM SAMPLE WITH STEEL PROBE; BREAKS EASILY WHEN HIT WITH HAMMER. INDURATED GRAINS ARE DIFFICULT TO SEPARATE WITH STEEL PROBE: DIFFICULT TO BREAK WITH HAMMER. EXTREMELY INDURATED SHARP HAMMER BLOWS REQUIRED TO BREAK SAMPLE; SAMPLE BREAKS ACROSS GRAINS. ALLUVIUM (ALLUV.)- SOILS THAT HAVE BEEN TRANSPORTED BY WATER. AQUIFER - A WATER BEARING FORMATION OR STRATA. ARENACEOUS - APPLIED TO ROCKS THAT HAVE BEEN DERIVED FROM SAND OR THAT CONTAIN SAND. ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COMPOSED OF CLAY MINERALS,OR HAVING A NOTABLE PROPORTION OF CLAY IN THEIR COMPOSITION, SUCH AS SHALE. SLATE, ETC. ARTESIAN - GROUND WATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL AT WHICH IT IS ENCOUNTERED.BUT WHICH DOES NOT NECESSARILY RISE TO OR ABOVE THE GROUND SURFACE. CALCAREOUS (CALC.1- SOILS THAT CONTAIN APPRECIABLE AMOUNTS OF CALCIUM CARBONATE. COLLUVIUM - ROCK FRAGMENTS MIXED WITH SOIL DEPOSITED BY GRAVITY ON SLOPE OR AT BOTTOM OF SLOPE. CORE RECOVERY (REC.)- TOTAL LENGTH OF ALL MATERIAL RECOVERED IN THE CORE BARREL DIVIDED BY TOTAL LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE. DIKE - A TABULAR BODY OF IGNEOUS ROCK THAT CUTS ACROSS THE STRUCTURE OF ADJACENT ROCKS OR CUTS MASSIVE ROCK. OIP - THE ANGLE AT WHICH A STRATUM OR ANY PLANAR FEATURE IS INCLINED FROM THE HORIZONTAL. DIP DIRECTION (DIP AZIMUTH)- THE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF THE LINE OF DIP.MEASUREO CLOCKWISE FROM NORTH. FAULT - A FRACTURE OR FRACTURE ZONE ALONG WHICH THERE HAS BEEN DISPLACEMENT OF THE SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE. FISSILE - A PROPERTY OF SPLITTING ALONG CLOSELY SPACED PARALLEL PLANES. FLOAT - ROCK FRAGMENTS ON SURFACE NEAR THEIR ORIG:NAL POSITION AND DISLODGED FROM PARENT MATERIAL. FLOOD PLAIN (FPI- LAND BORDERING A STREAM, BUILT OF SEDIMENTS DEPOSITED BY THE STREAM. FORMATION (FM.)- A MAPPABLE GEOLOGIC UNIT THAT CAN BE RECOGNIZED AND TRACED IN THE FIELD. JOINT - FRACTURE IN ROCK ALONG WHICH NO APPRECIABLE MOVEMENT HAS OCCURRED. LEDGE - A SHELF -LIKE RIDGE OR PROJECTION OF ROCK WHOSE THICKNESS IS SMALL COMPARED TO ITS LATERAL EXTENT. LENS - A BODY OF SOIL OR ROCK THAT THINS OUT IN ONE OR MORE DIRECTIONS. MOTTLED (MOTJ - IRREGULARLY MARKED WITH SPOTS OF DIFFERENT COLORS. MOTTLING IN SOILS USUALLY INDICATES POOR AERATION AND LACK OF GOOD DRAINAGE. PERCHED WATER - WATER MAINTAINED ABOVE THE NORMAL GROUND WATER LEVEL BY THE PRESENCE OF AN INTERVENING IMPERVIOUS STRATUM. RESIDUAL (RES.)SOIL - SOIL FORMED IN PLACE BY THE WEATHERING OF ROCK. ROCK QUALITY DESIGNATION (ROD)- A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF ROCK SEGMENTS EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE. SAPROLITE (SAP.)- RESIDUAL SOIL THAT RETAINS THE RELIC STRUCTURE OR FABRIC OF THE PARENT ROCK. SILL - AN INTRUSIVE BODY OF IGNEOUS ROCK OF APPROXIMATELY UNIFORM THICKNESS AND RELATIVELY THIN COMPARED WITH ITS LATERAL EXTENT, THAT HAS BEEN EMPLACED PARALLEL TO THE BEDDING OR SCHISTOSITY OF THE INTRUDED ROCKS. SLICKENSIDE - POLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT OR SLIP PLANE. STANDARD PENETRATION TEST (PENETRATION RESISTANCE)(SPT)- NUMBER OF BLOWS (N OR BPF)OF A 140 LB.HAMMER FALLING 30 INCHES REQUIRED TO PRODUCE A PENETRATION OF 1 FOOT INTO SOIL WITH A 2 INCH OUTSIDE DIAMETER SPLIT SPOON SAMPLER. SPT REFUSAL IS PENETRATION EQUAL TO OR LESS THAN 0.1 FOOT PER 60 BLOWS. STRATA CORE RECOVERY (SREC.)- TOTAL LENGTH OF STRATA MATERIAL RECOVERED DIVIDED BY TOTAL LENGTH OF STRATUM AND EXPRESSED AS A PERCENTAGE. STRATA ROCK QUALITY DESIGNATION (SROO)- A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF ROCK SEGMENTS WITHIN A STRATUM EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF STRATA AND EXPRESSED AS A PERCENTAGE. TOPSOIL (TS.)- SURFACE SOILS USUALLY CONTAINING ORGANIC MATTER. BENCH MARK: ELEVATION: FEET 1 NOTES: HORIZONTAL AND VERTICAL LOCATIONS DETERMINED WITH SURVEY GRADE RTK GPS. VERTICAL ELEVATIONS RECORDED IN NGVD88 USFT THEN CONVERTED TO MLLW. DATE: 8-15-14 �' _ ■' ■ r „ _ r • • - 1 -r PROJECT REFERENCE NO. 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PUGH BORING ID. OPERATOR: D.T. CHALMERS CP-1 NORTHING: 552742 EASTING: 2958745 FIELD GEO.: L. PUGH MUDLINE ELEV.:-6.29 ft. SYSTEM: NCSP NAD 83 MACHINE: PVL VC-3.5.2 WATER DEPTH: 7.5 ft. DEPTH IN SEDS.: 4.3 ft. METHOD: Vibracore CORE MATERIAL: ACETATE CORE DIAMETER: 3 in. TARGET ELEV.: -12 ft. START DATE: 10/31/18 FINISH DATE: 10/31/18 BORING LOCATION: OCRACOKE / HATTERAS FERRY ROUTE ENV. SAMP. GEOTECH UsL ° SEDIMENT DESCRIPTION DEPTH ELEV. ELEV. ID. SAMPLE c s ° DEPTH ELEVATION 0.0 MUDLINE -6.3 0.0 -6.3 ..... TAN TO GRAY, F. SAND, WITH LITTLE CSE. SAND AND S 01 SP TRACE SHELL FRAGMENTS. (A-3(0) / SP) 0 4.3 -10.6 4.3 -10.6 BORING TERMINATED WITH VIBRACORE REFUSAL AT ELEVATION -10.6 ft COMMENTS: All elevations referenced to Mean Low Low Water (MLLW) NOTES: NAVD88 ELEV. OF-6.7FT. OBTAINED WITH RTK GPS All depths and elevations in United States Feet (USft) AND ADJUSTED 0.41 FT TO MLLW BML = Below Mudline VCR = Vibracore Refusal CATLIN NO.: 218122 1 STATE: N.C. I COUNTY: DARE I CITY: OCRACOKE PROJECT NAME: SLOOPS CHANNEL VIBRACORE LOGGED BY: L. PUGH BORING ID. OPERATOR: D.T. CHALMERS CP-2 NORTHING: 552937 EASTING: 2958480 FIELD GEO.: L. PUGH MUDLINE ELEV.:-6.09 ft. SYSTEM: NCSP NAD 83 MACHINE: PVL VC-3.5.2 WATER DEPTH: 6.5 ft. DEPTH IN SEDS.: 4.6 ft. METHOD: Vibracore CORE MATERIAL: ACETATE CORE DIAMETER: 3 in. TARGET ELEV.: -12 ft. START DATE: 10/31/18 FINISH DATE: 10/31/18 BORING LOCATION: OCRACOKE / HATTERAS FERRY ROUTE ENV. SAMP. GEOTECH s L ° SEDIMENT DESCRIPTION DEPTH ELEV. ELEV. ID. SAMPLE c s ° DEPTH ELEVATION 0.0 MUDLINE -6.1 0.0 -6.1 TAN TO GRAY, F. SAND, WITH LITTLE CSE. SAND AND S 02 SP- SM o000o o.... TRACE SHELL FRAGMENTS. (A-3(0) / SP-SM) 0 4.6 -10.7 4.6 -10.7 BORING TERMINATED WITH VIBRACORE REFUSAL AT ELEVATION -10.7 ft COMMENTS: All elevations referenced to Mean Low Low Water (MLLW) NOTES: NAVD88 ELEV. OF-6.5FT. OBTAINED WITH RTK GPS All depths and elevations in United States Feet (USft) AND ADJUSTED 0.41 FT TO MLLW BML = Below Mudline VCR = Vibracore Refusal VIBRACORE LOG CATLIN NO.: 218122 STATE: N.C. COUNTY: ARE CITY: OCRACOKE PROJECT NAME: SLOOPS CHANNEL VIBRACORE LOGGED BY: L. PUGH BORING ID. OPERATOR: D.T. CHALMERS CP-3 NORTHING: 553115 EASTING: 2958167 FIELD GEO.: L. PUGH MUDLINE ELEV.:-6.09 ft. SYSTEM: NCSP NAD 83 MACHINE: PVL VC-3.5.2 WATER DEPTH: 6.5 ft. DEPTH IN SEDS.: 3.2 ft. METHOD: Vibracore CORE MATERIAL: ACETATE CORE DIAMETER: 3 in. TARGET ELEV.: -12 ft. START DATE: 10/31/18 FINISH DATE: 10/31/18 BORING LOCATION: OCRACOKE / HATTERAS FERRY ROUTE ENV. SAMP. GEOTECH UsL ° SEDIMENT DESCRIPTION DEPTH ELEV. ELEV. ID. SAMPLE c s ° DEPTH ELEVATION 0.0 MUDLINE -6.1 0.0 -6.1 TAN TO GRAY, F. SAND, WITH TRACE CSE. SAND AND S-03 SP. SM o.... ..... SHELL FRAGMENTS. (A-3(0) / SP-SM) 0 3.2 -9.3 3.2 -9.3 BORING TERMINATED WITH VIBRACORE REFUSAL AT ELEVATION -9.3 ft COMMENTS: All elevations referenced to Mean Low Low Water (MLLW) NOTES: NAVD88 ELEV. OF-6.5FT. OBTAINED WITH RTK GPS All depths and elevations in United States Feet (USft) AND ADJUSTED 0.41 FT TO MLLW BML = Below Mudline VCR = Vibracore Refusal CATLIN NO.: 218122 1 STATE: N.C. I COUNTY: DARE I CITY: OCRACOKE PROJECT NAME: SLOOPS CHANNEL VIBRACORE LOGGED BY: L. PUGH BORING ID. OPERATOR: D.T. CHALMERS CP-4 NORTHING: 553607 EASTING: 2958062 FIELD GEO.: L. PUGH MUDLINE ELEV.:-5.39 ft. SYSTEM: NCSP NAD 83 MACHINE: PVL VC-3.5.2 WATER DEPTH: 6.0 ft. DEPTH IN SEDS.: 4.6 ft. METHOD: Vibracore CORE MATERIAL: ACETATE I CORE DIAMETER: 3 in. TARGET ELEV.: -12 ft. START DATE: 10/31/18 FINISH DATE: 10/31/18 BORING LOCATION: OCRACOKE / HATTERAS FERRY ROUTE ENV. SAMP. GEOTECH s L ° SEDIMENT DESCRIPTION DEPTH ELEV. ELEV. ID. SAMPLE c s ° DEPTH ELEVATION 0.0 MUDLINE -5.4 0.0 -5.4 TAN TO GRAY, F. SAND, WITH TRACE CSE. SAND AND S 04 SP o000o SHELL FRAGMENTS. (A-3(0) / SP) 0 4.6 -10.0 4.6 -10.0 BORING TERMINATED WITH VIBRACORE REFUSAL AT ELEVATION -10.0 ft COMMENTS: All elevations referenced to Mean Low Low Water (MLLW) NOTES: NAVD88 ELEV. OF-5.8FT. OBTAINED WITH RTK GPS All depths and elevations in United States Feet (USft) AND ADJUSTED 0.41 FT TO MLLW BML = Below Mudline VCR = Vibracore Refusal VIBRACORE LOG CATLIN NO.: 218122 STATE: N.C. I COUNTY: DARE CITY: OCRACOKE PROJECT NAME: SLOOPS CHANNEL VIBRACORE LOGGED BY: L. PUGH BORING ID. OPERATOR: D.T. CHALMERS CP-5 NORTHING: 554024 EASTING: 2957947 FIELD GEO.: L. PUGH MUDLINE ELEV.:-5.29 ft. SYSTEM: NCSP NAD 83 MACHINE: PVL VC-3.5.2 WATER DEPTH: 5.5 ft. DEPTH IN SEDS.: 3.7 ft. METHOD: Vibracore CORE MATERIAL: ACETATE CORE DIAMETER: 3 in. TARGET ELEV.: -12 ft. START DATE: 10/31/18 FINISH DATE: 10/31/18 BORING LOCATION: OCRACOKE / HATTERAS FERRY ROUTE ENV. SAMP. GEOTECH s L ° SEDIMENT DESCRIPTION DEPTH ELEV. ELEV. ID. SAMPLE c S ° DEPTH ELEVATION 0.0 MUDLINE -5.3 0.0 -5.3 TAN TO GRAY, SILTY, F. SAND, WITH SOME CSE. SAND S 05 SM :'',;:':' AND TRACE SHELL FRAGMENTS. (A-2-4(0) / SM) 3.7 -9.0 3.7 -9.0 BORING TERMINATED WITH VIBRACORE REFUSAL AT ELEVATION -9.0 ft COMMENTS: All elevations referenced to Mean Low Low Water (MLLW) NOTES: NAVD88 ELEV. OF-5.7FT. OBTAINED WITH RTK GPS All depths and elevations in United States Feet (USft) AND ADJUSTED 0.41 FT TO MLLW BML = Below Mudline VCR = Vibracore Refusal CATLIN s�;a�;`;n PROJECT REFERENCE NO. SHEET 2, 8122 D F 15416.2130012 7 LABORATORY SUMMARY SHEET AASHTO Standard Specifications (As modified by NCDOT, Material and Tests Unit, 2000.) = = ��✓' r TEST RESULTS Proj. Sample Number S-01 S-02 S-03 S-04 S-05 Lab Sample Number S-01 S-02 S-03 S-04 S-05 Retained #4 Sieve % 0 0 0.1 0 0.5 Passing #10 Sieve % 99.9 100 99.7 100 98.6 Passing #40 Sieve % 99 99 99 100 95 Passing #200 Sieve % 4 5 4 3 25 MINUS NUMBER 10 FRACTION SOIL MORTAR - 100% Coarse Sand Ret.-#60 % 19.0 15.8 4.4 2.3 22.2 Fine Sand Ret.-#270 % 79.0 82.3 93.7 95.8 76.0 Silt 0.05 - 0.005mm % 0.2 0.1 0.1 0.1 0.1 Clay <0.005mm % 1.8 1.8 1.8 1.8 1.8 Liquid Limit (LL) NP NP NP NP NP Plasticity Index (PI) NP NP NP NP NP AASHTO Classification /Group Index A-3(0) A-3(0) A-3(0) A-3(0) A-2-4(0) Organic Content % N/A N/A N/A N/A N/A Station Offset Alignment Boring Identification CP-1 CP-2 CP-3 CP-4 CP-5 Depth (FT) 0.0 0.0 0.0 0.0 0.0 to 4.3 4.6 3.2 4.6 3.7 Field Moist. Content Tested By MDM MDM MDM MDM MDM Submitted By L.PUGH L.PUGH LGP LGP LGP Date Submitted 11/02/18 11/02/18 11/02/18 11/02/18 11/02/18 100 95 90 85 80 75 70 P 65 E R 6o C N 55 T 50 P A 45 S S 40 N G 35 30 25 20 15 10 5 0 BOULDER BORING SAMPLE STATION: OFFSET: DEPTH: NO.: ID: CP-1 S-01 0 - 4.3 100 95 90 85 80 75 70 P 65 E R 60 C N 55 T 50 P A 45 S S 40 N G 35 30 25 20 15 10 5 0 BOULDER BORING SAMPLE STATION: OFFSET: DEPTH: NO.: ID: CP-2 S-02 0 - 4.6 2,8122 CATLIN m;°s,g°a'°°= s e' , PROJECT REFERENCE NO. SHEET DF15416.2130012 8 305 100 75 10 PARTICLE 2.0 1 SIZE (mm) 0.25 0.1 0.05 0.01 0.005 0.001 305 100 75 10 PARTICLE 2.0 1 SIZE (mm) 0.25 0.1 0.05 0.01 0.005 0.001 COBBLE GRAVEL SAND SILT CLAY COBBLE GRAVEL SAND SILT CLAY coarse fine coarse fine GRAIN SIZE DISTRIBUTION GRAPHS NCDOT GRAIN SIZE 218122 NCDOT SLOOP CHANNEL.GPJ CATLIN.GDT 11/16/18 100 95 90 85 80 75 70 P 65 E R 6o C N 55 T 50 P A 45 S S 40 N G 35 30 25 20 15 10 5 0 BOULDER BORING SAMPLE STATION: OFFSET: DEPTH: NO.: ID: CP-3 S-03 0 - 3.2 100 95 90 85 80 75 70 P 65 E R 60 C N 55 T 50 P A 45 S S 40 N G 35 30 25 20 15 10 5 0 BOULDER BORING SAMPLE STATION: OFFSET: DEPTH: NO.: ID: CP-4 S-04 0 - 4.6 2,8122 CATLIN m;°s,g°a'°°= s e' , PROJECT REFERENCE NO. SHEET DF15416.2130012 9 305 100 75 10 PARTICLE 2.0 1 SIZE (mm) 0.25 0.1 0.05 0.01 0.005 0.001 305 100 75 10 PARTICLE 2.0 1 SIZE (mm) 0.25 0.1 0.05 0.01 0.005 0.001 COBBLE GRAVEL SAND SILT CLAY COBBLE GRAVEL SAND SILT CLAY coarse fine coarse fine GRAIN SIZE DISTRIBUTION GRAPHS NCDOT GRAIN SIZE 218122 NCDOT SLOOP CHANNEL.GPJ CATLIN.GDT 11/16/18 BORING NO.: CP-5 SAMPLE ID: S-05 STATION: OFFSET: DEPTH: 0 - 3.7 100 95 90 85 80 75 70 P 65 E R 60 C E N 55 T 50 P A 45 S S 1 40 N G 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 PARTICLE SIZE (mm) 305 75 2.0 0.25 0.05 0.005 BOULDER COBBLE GRAVEL SAND SILT CLAY coarse fine :1 100 95 90 85 80 75 70 65 x 2 60 W >- 55 m ry W 50 Z LL z 45 W of 40 W a 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER n o a an - inn onn b - 3 "Lb - 3/4 ._Jlb - 4 - b__ "14 _ ZU __ 4U __ bU __.14U 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY E,fine coarse I medium fine Specimen ID Depth Classification LL PL PI Cc Cu • CP-1 0.0 A-3(0) / SP NP NP NP 0.85 2.20 * CP-2 0.0 A-3(0) / SP-SM NP NP NP 0.86 2.15 A CP-3 0.0 A-3(0) / SP-SM NP NP NP 0.88 1.95 * CP-4 0.0 A-3(0) / SP NP NP NP 0.88 1.91 o CP-5 0.0 A-2-4(0) / SM NP NP NP 0.58 2.34 Specimen ID Depth D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • CP-1 0.0 0.42 0.179 0.112 0.082 0.0 94.2 4.7 m CP-2 0.0 0.42 0.173 0.109 0.08 0.0 93.8 5.5 A CP-3 0.0 0.42 0.156 0.104 0.08 0.0 93.7 5.1 * CP-4 0.0 0.42 0.154 0.104 0.081 0.0 95.3 4.4 o CP-5 0.0 0.42 0.165 0.082 0.071 0.0 69.0 26.0 GRAIN SIZE DISTRIBUTION GRAPHS