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Home My WebLink About20161109 Ver 1_SF220032_GEO_CULV0032_INVESTIGATION_20161216N � N N O �L � � V • � � � � � �TATB �7`A�1'6 PAO,IB�'T R�FBR�N�� `NQ qa�iL VI ��LL��L STATE OF 11tORTH CAROLII�A DEPARTMENT OF TRANSPORTATI011t DIVISION OF HIGHWAYS GEOTECH11lICAL ENGINEERI11lG UNIT � � STR UCTURE S UBS URFA CE I1�T�ESTIGA TI011t COUNTY ALLEGHA11tY PROJECT DESCRIPTION BRIDGE 1V0.32 ON NC 113 OVER PRATHERS CREEK SITE DESCRIPTION C011tTENTS SHEET NO. DESCRIPTION I TITLE SHEET 2, 2A LEGEND 3 BORING LOCATION PLAN 4-7 BORING LOGS CAUTI011t 11tOTICE THE SUBSURFACE INFORMATION AND THE Sl1B5URFACE INVESTIGATION ON I�HICH IT IS BASED '�ERE MA�E FOR THE PIJRPOSE OF STII�Y, PLANNING ANO �ESiGN. AND N�T FOR CONSTRLICTION OR PAY Pl1RPOSES. THE VARIOl1S FIELD BORING LOGS, ROCK CORES AND SOIL TEST DATA AyAILABLE MAY BE REVIE�'ED OR INSPECTED IN RALEIGH BY CONTACTING THE N. C. DEPARTMENT OF TRANSPORTATION. GEOTECHNICAL ENGINEERING UNIT AT 1919� 707-6850. THE SUBSURFACE PLANS AND REPORTS. FIEL� BORING LOGS.ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT. GENERAL SOiL AND ROCK STRATA DESLRiPTiONS AND MDiCATEU BOUNDARiES ARE BASED ON A GEOTECHNICAL IN7ERPRETATION OF ALL AyAILABLE SUBSl1RFACE DATA AND MAY NOT NECESSARILY REFLECT THE ACTUAL SUBSURFACE CONDITIONS BET�EEN BORiNGS OR BET�EEN SAMPLED STRATA �ITHIN THE BOREHOLE. THE LABORATORY SAMPLE DATA AND THE IN SITII nN-PLACEI TEST DATA CAN BE RELIEU ON ONLY TO THE DEGREE OF RELIABILITY INHERENT IN THE STAN�ARD TEST METHOD. THE OBSERVED '�ATER LEVELS OR SOiL MOISTURE CON�InONS INDICATED IN THE SUBSURFACE INVESTIGATIONS ARE AS RECORDED AT THE TIME OF THE INVESTIGATION. THESE {�ATER LEVELS OR SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY �'ITH TIME ACCORDING TO CLIMATIC CONDITIONS MCLU�iNG TEMPERATURES. PRECIPITATION AND �'IND. AS {�ELL AS OTHER NON-CLIMATIC FACTORS. THE BIDDER OR CONTRACTOR IS CAUTIONED THAT DETAILS SHO'�N ON THE SUBSURFACE PLANS ARE PRELIMINARY ONL1' AN� IN MANY CASES THE FINAL DESIGN DETAILS ARE DIFFERENT, FOR BIDDING AND CONSTRIJCTION Pl1RPO5ES, REFER TO THE CONSTRl1CT10N PLANS AND DOCUMENTS FOR FINAL DESiGN MFORMaTioN oN THIS PROJECT. THE DEPARTMENT DOES NOT �ARRANT OR GUARANTEE THE SUFFICIENCY OR ACCURACY OF THE INVESTIGATIpN MADE. NOR THE INTERPRETATIONS �ADE. OR OPINION OF THE �EPARTMENT AS TO THE TYPE OF MATERIALS AND CONDITIONS TO BE ENCOl1NTERED. ttiE BiUDER OR CONTRACTOR iS CAUTIONED TO MAKE SUCN iNDEPENDENT SUBSURFACE INVESTICATIONS AS HE DEEMS NECESSARv TO SATiSFv HiMSELF AS TO CONDiTi0N5 TO BE ENCOUNTERED ON 7HE PROJECT. THE CONTRACTOR SHALL HAyE NO CLAIM FOR ADUITIONAL COA�PENSATION OR FOR AN EXTENSiON OF TIME FOR ANY REASON RESULTING FROM THE ACTUAL CONDIti0N5 ENCOUNTERED AT THE SITE DIFFERING FROM THOSE INDICATED IN THE SUBSURFACE INFORMATION. NOTEs: I. THE INFORMATION CONTAINED HEREIN IS NOT I�IPLIED OR GUARANTEED BY THE N. C. DEPAR7MENT OF TRANSPORTATION AS ACCURATE NOR IS IT CONSIDERED PART OF THE PLANS. SPECIFICATIONS OR CONTRACI FOR THE PROJECT. 2. BY HAyING REOl1E5TED THIS INFORMATION. THE CONTRACTOR SPECIFICALLY �AIyES ANY CLAI�IS FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BET'�EEN THE CONDiTiONS iNDiCATED HEREiN AND THE ACTUAL CONDiTi0N5 AT THE PROJECT SiTE. PERSONNEL TRIGON GOODIVIGHT, D.J. �NVESTIGATED BY DJG DRAj�N BY HILL, M.J. CHECKED BY HAMM, J.R. SUBI�ITTED BY FALCON E1VG. DATE xOVEMBER 2016 ., �. UNLESS ALL SIGNATURES COMPLETED rRp�e�n` Rp�"�rtet��e �a �He�r wa SF-022032 2 11tORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS GEOTECH11tICAL E1�GI11tEERI1�G U1�lIT SUBSURFACE I1�VESTIGATI01� SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATI011tS (PAGE l OF 2) SOIL DESCRIPTIO GRADATIO SOIL IS CONSIDERED UNCONSOLIDATEO.SEMI-LONSOLIDAiED.OR {yEATHERED EARTH MATERIALS iHAT CAN WELL GRADEO - INDILAiES A G000 REPRESENTATION OF aARTICLE SIZES FROM FINE TO COARSE. BE PENETRATE� WITH fa CONTINUOUS FLIGHT POWER AUGER ANO YIELO LESS THfaN 190 BLOWS PER FOOT UN�FORMLY GRla0E0 - INOICATES THfaT SOIL PfaRTICLES ARE ALL laPPROXIMfaTELY THE SL1ME SIZE. ACCOROING TO THE STANDARD PENETRIaTION TEST (AASHTO T 206.ASTM D15861. SOIL CLASSIFICATION GqP-GRlaDEO - INOICATES A MIXTURE OF UNIFORM PRRTICLE SIZES OF TWO OR MORE SIZES. IS BASEO ON THE AASHTO SYSTEM. BASIL OESCRIPTIONS GENERALLY INCLUOE THE FOLLO{VING: CONSISTENCY,�OLOR,TEXTURE.MOISTURE.AASHTO CLASSIF�CAT�ON.ANO OTHER PERTINENT FACTORS SUCH A GULARITY OF GRA[ S AS MINERALOGILAL LOMPOSITION.ANGULARITv,STRULTURE.PLASTILIT�,ETL. FOR EXAMPLE. THE ANGULARITY OR ROUNDNESS OF SOIL GRfa1NS IS OESIGNATED BY THE TERMS: VERY STIFF,GRAY,SILTY CLAY.�lOIST {�/rH INTERBEDDED FINE SAHO LAYERS.HM,HLY PLASTIC.A-7-6 SO1L LEGE D A D AASHTO CLASSIFICATIO A GULAR,SUBANGULAR,SUBROUNOEO.OR ROU oeo. GENEHt1L GHt1NULAR MAiENIALS SILT-CLAY MATERIALS 1 ERALOGICAL CO POSI T�O CLASS. 1< 35'/. PASSING '2801 1> 35'/. PASSING •2B0) ORGANIC MAiENIALS MINERAL NAMES SULH !a5 OUARTZ, FELDSPlaR, MILA. TALC. KAOLIN. ETL. ARE USED IN OESCR�PTjONS WHEN THEY laRE CONSIOEREO OF SIGNIFICANCE. GAOUP A-I A-3 A-2 A-/ A-5 A-6 A'7 A-I.A-2 A-4.A-5 nass. a-i-, a-i-n a-z-e a-z-a a-z-s a-za ^'� a-3 a-s.aa CO PRESSIBILITY A �.6 SYMBOL �e�L:.; �• SLIGHTLY COMPRESSIBLE LL < 31 ��'� MOOERfaTELY COMPRESSIBLE LL = 31 - 50 % PASSING °o°o°o �� HIGHLv COMPRESSIBLE LL > 59 •ie 5e Mx GAANULAN S�"- MucK, PERCE TAGE OF ATERIAL •40 30 Mx 50 Mx 51 MN SOILS ��QY PEaT •200 15 M% 25 M% 10 M% 35 M% 35 M% 35 M% 35 M% 36 MN 36 MN 36 MN 36 MN SOILS ORGANIC MA7ERIAL G SOILS R SILSOILS�AY OTHER MATERIAL MATER�A� TRACE OF ORGANIC MATTER 2- 3% 3- 5% TRA[E I- 10% PASSING'40 LITTLE ORGAN�C MATTER 3- 5'/. 5- 12'/. LITI'LE 10 - 20% LL - - 46 Mx 41 MN 4B Mx 41 MN 4B Mx 41 MN 40 Mz 41 MN SOILS WITH MOOERA7ELv ORGANIC 5- 19i 12 - 20i SOME 20 - 35% ai s Mx NP 10 Mx IA Mx 11 Mp II Mp 19 Mx 10 Mx II MN II Mp LIiTLE ON HIGe�v HIGHL� ORGANIC > lez > zmz H�GHLY 35Z aND aBOVE MO�EfiATE ORGANIL GNOUP INOE% 0 0 0 4 M% 8 Mx 12 Mx 16 Mx NO Mx AMOUNtS OF GROUND WAT ER ORGANIC SOILS USUAL iYPES SiONE FFAGS. FINE SILTY OR CLAYEY SILiY CL4YEY MATTER � WATER LEVEL IN BORE HOLE IMMEOIATELY AFTER ORILLING OF M/+JOP GNAVEL.ANO SpNO GRAVEL ANO SANO SOILS SOILS MAiERIALS SAND � S7ATIC WATER LEVEL AFTER 24 HOURS GEN.pArING FAIN i0 �}� PERCNED WATER,SATURATEO ZONE.OR WATER BEARING STRATA AS SUBGRAOE E%CELLEHi i0 G000 FfIR TO PoOfi P�Op POOR UNSUITABLE ��-- SPRING OR SEEP PIOF A-7-5 SUBGFOUP IS 5 LL - 39 ;PI OF A-7-6 SUBGROUP IS > LL - 30 CO SISTE CY OR DE SE ESS ISCELLA EOUS SY BOLS RANGE OF STANDARO RANGE OF UNCONFINE� LOMPALTNESS OR 25/e25 PRIMARv SOIL TYPE PENETRqTION RESISTENCE COMPRESSIVE STRENGTH ROADWAv EMBANKMENT �RE� OIP & DIP �IRELTION CONSISTENCY �N-ypLUEI (TONS/FTzI WITH SOIL OESCRIPTION I"�' OF ROCK STRUCTURES yERY LOOSE < 4 �r O SLOPE INOILATOR GENERlaLLY LOOSE 4 TO 10 SOIL SYMBOL sr �r TEST BORING INSTALLATION GRfaNULAR MEOIUM OENSE 10 TO 30 N/A MfaTERIlaL DENSE 30 TO 59 laRTIFICIlaL FILL (AF)OTHER � qUGER BORING � ��NE PENETROMETER WON-COHESIVEI yERY OENSE > 50 THAN ROAOWRY EMBANKMENI' 1'EST VERY SOFT ( 2 ( 0.25 �� NFERREO SOIL BOUNOARY � CORE BORING • SOUNOING ROD GENERALLv SOFT 2 TO 4 0.25 TO 0.5 M� � TEST BORING SILT-CLAv MEDIUM STIFF 4 TO 8 0.5 TO I.0 -� 1Ts INFERREO ROCK LINE � MONITORING WELL W�Thi CORE MATERIAL STIFF 8 TO 15 l TO 2 (COHESIVEI VERY STIFF 15 TO 30 2 TO 4 t.�.r�.r ALLUyIAL SOIL BOUNOARV 0 P�EZOMETER o- SPT N-VALUE HARD > 30 > 4 INSTALLATION TEXTURE OR GRAIN SIZE RECOMMENDA7[ON SYMBOLS U.S.STO.SIEVE SIZE 4 16 40 60 206 270 � UNDERCUT � �NLLASSIFIEO EXCAVATION - � UNCLASSIFIEO EXCAyAT10N - OPEN�NG IMM) 4.76 2.69 0.42 0.25 6.075 0.053 UNSUITABLE WASTE ACCEPTABLE.BU7 NOT 70 BE SHALLOW UNLLASSIFIEO EXCAyAT10N - USEO IN THE TOP 3 FEET OF BOULOER COBBLE GRfayEL COARSE FINE SILT LLAY ■ UNDERCUT � ALCEPTABLE OEGRAOABLE ROCK EMBlaNKMENT OR BACKFILL (BLORJ tCOBJ (GR.1 ILSENS0.1 IFQSO.) �SLJ (CLJ ABBRE IA7IONS GRAIN MM 305 75 2.0 0.25 0.05 9.095 AR - AUGER REFUSAL MEO.- MEDIUM yST - VANE SHEAR TEST SIZE IN. 12 3 BT - BORING TERMINATEO MICA.- MICACEOUS WEA.- WEATHERED CL.- CLAY M00.- MOOERATELY '�'- UN1T WEIGHT SOIL OISTURE - CORRELATIO OF TER S CPT - CONE PENETRlaT�ON TesT NP - NoN PLASTIC �Q- ORY UN�T WEIGHT SOIL MOISTURE SCaLE FIELO MOISTURE GUIOE FOR F[ELD MOISTURE OESCRIPTION CSE.- COARSE ORG.- ORGaNIC (ATTERBERG LIM�TSI DESCR�PT�pN OMT - OILATOMETER TEST PMT - PRESSUREMETER TEST SlaMPLE ABBREylAT10NS DPT - OvNAMIC PENETRA710N TES1 SAP.- SAPROLIT�C S- BULK - SATURATEO - USUALLY LIOUID:VERY WET,USUALL� e- y010 RAT10 SD.- SAND,SANOY SS - SPLIT SPOON (SA7,1 FROM BELOW THE GROUNO WATER TABLE F- FINE SL.- SILT,SILTv ST - SHELBv TUBE LL LIOU10 LIMIT FOSS.- FOSSILIFEROUS SL1.- SLIGHTLY RS - ROCK PLlaS7IC SEMISOLID:REOUIRES ORYING TO FRAL.- FRACTUREO.FRACTURES TLR - TRICONE REFUSAL RT - RECOMPALTED TRIAXIAL RANGE - WET -�W� pTTqIN OPTIMUM MOISTURE FRAGS.- FRAGMENTS +� - MOISTURE CONTENT CBR - ClaLIFORN�Q BEARING �P�� PL PLASTIL LIMIT H1.- HIGHLY y- yERY RlaT10 - MOIST -(MI SOLIO: AT OR NEAR OPTIMUM MOISTURE EOUIP E T USED ON SUBJECT PROJECT OM OPTIMUM MOISTURE DRILL UNITS: ADVQNCING TOOLS: HAMMER TVPE: SL SHRINKAGE LIMIT REOUIRES AODITIONAL WATER TO ❑ CME-45C � CLAY BITS � AUTOMATIC � MANUAL - ORY -(D7 qTTq�N OPTIMUM MOISTURE � 6'CONT�NUOUS FLIGHT AUGER �X CME-55 LORE SIZE: PLASTICITY �X 8'HOLLOW t1UGERS �_g _ �_H _ PLASTICITY INOEX IPI) ORY STRENGTH � CME-550 � HARO FACE� FINGER BITS ❑ N NON PLASTIC 9-5 VERY LOW � TUNG.-LARBIOE INSERTS SLIGHTLY PLAST�C 6-I5 SLIGHT � VANE SHEAR TEST HANO TOOLS: MOOERATELv PLASTIC 16-25 MEDIUM � CASING � W/ ADVANCER HIGHL� PLASTIC 26 OR MORE HIGH � POST HOLE OIGGER � PORTABLE HOIST � iRICONE 'STEEL TEETH � HANO AUGER COLOR ❑ � TRICONE ' 7UNG.-CARB. � souNo�Nc aoo DESCRIPTIONS MAv INCLUDE COLOR OR COLOR COMBINATIONS (7AN.RED.vELLOW-BROWN.BLUE-GRAvt. � CORE BIT � yANE SHEAR TEST MODIFIERS SULH AS LIGHT,DARK,STREAKED.ETC.ARE USED TO OESCRIBE APPEARANCE. � � � rRp�e�n` Rp�"�rtet��e �a �He�r wa SF-022032 2A 11tORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS GEOTECH11tICAL E1�GI11tEERI1�G U1�lIT SUBSURFACE I1�VESTIGATI01� SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATI011tS (PAGE 2 OF 2) ROCK DESCRIPTIO TER S A D DEFI IT10 S HARO R�CK IS NON-COASTAL PLAIN MATERIAL THAT WOUL� YIELD SPT REFUSlaL IF TESTEO. AN INFERREO pLLUV1UM fALLUV.I- $OILS THAT HAyE BEEN TRANSPORTED BY WATER. ROCK LWE INDICATES 7HE LEVEL faT WHICH NON-COASTAL PLAIN MATERIfaL WOULO vIELO SPT REFUSAL. SPT REFUSAL IS PENEiRATION BY A SPLI1 SPOON SAMPLEF EOUAL TO OR LESS THAN 0.1 FOOT PER 60 AOUIFER - A WATER BEAR�NG FORMATION OR STR/aTA, BLOjyS IN NON�COASTAL PLAIN MATERIlaL� THE TRANSITION BETWEEN SOIL ANO ROCK IS OFTEN ARENACEOUS - APPLIEO TO ROCKS THAT HAyE BEEN OERIyEO FROM SANO OR THAT [oNra�N sallo. REPRESENTED BY A ZONE OF ylEATHEREO ROCK. ROCK MATERIALS laRE TYPICALLY OIyIDEO !a5 FOLLOWS: ARGILLACEOUS -/aPPL1E0 TO ALL ROCKS OR SUBSTIaNCES COMPOSEO OF CLAY MINERIaLS,OR HAy1NG WElaTHEREO - - NON-COASTAL PLAIN MATERIAL THAT WOUL� YIELO SPT N VALUES ) Q NOTABLE PROPORTION OF CL/aY IN THEIR COMPOSITION.SUCH AS SHALE,SL/aTE,ETC. ROCK tWRI -- - 100 BLOWS PER FOOT IF TESTED. ARTESIA - GROUNO WATER THAT IS UNDER SUFFILIENT PRESSURE TO RISE ABOVE THE LEVEL AT LRYSTALLINE '�� F�NE TO COARSE GRAIN IGNEOUS AN� METAMORPHIC ROCK THAT WHICH IT I$ ENLOUNTEREO.BUT WHICH DOES NOi NECESSARILY RISE TO OR ABOVE THE GROUNO ROCK (CR) �� WOULD v1ELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUOES GRANITE. SURFACE. GNEISS,GlaBBRO,SCHIST,ETC. [pLCAREOUS (ClaLC.)- SOILS THAT CONTAIN APPRECIABLE /aMOUNTS OF CfaLC1UM CARBONQTE. NON-LRYSTALLINE _ _ F�NE TO COARSE GRAIN METlaMORPHIC ANO NON-COASTAL PLlaIN ROCK (NCR) — - SEDIMENTARY ROCK TH/aT WOULO YEILO SPT REFUSAL IF TESTED. COLLUVIUM - ROCK FRAGMENTS M�XEO WITH SOIL OEPOSITEO Bv GRl+VITv ON SLOPE OR AT BO7TOM — ROCK TYPE INCLUOES PHYLLITE.SLlaTE.SANDSTONE.ETL. OF SLOPE. COASTAL PLAIN LOASTAL PLAIN SEOIMENTS CEMENTEO INTO ROCK,BUT MAY NOT YIELO [ORE RECOVERY IREL.1- TOTAL LENGTH OF faLL MATERIAL RECOyEREO IN THE CORE BARREL OIy1�E� SEDIMEN7ARv ROCK .—� .. �. .. SPT REFUSAL. ROCK TVPE WCLUOES LIMESTONE.SANDSTONE.CEMENTED gy TOTAL LENG7N OF CORE RUN AND EXPRESSEO AS A PERCENTAGE. (LP) SHELL BEOS,ETL. E A7 HE RI G DIXE - A TABULAR BODY OF IGNEOUS FOLK THAT CUTS ALROSS THE SiRULTURE OF AOJALENi ROLKS OR CUTS MASSIVE ROCK. FRESH ROCK FRESH,CRVST/aLS BR�GHT,FEW JOINTS MlaY SHOW SLIGHT $TAINING. ROCK R�NGS UNDER OIP - THE ANGLE AT WHICH A STRATUM OR ANY PLANQR FEATURE IS INCLINEO FROM THE HAMMER �F CRYST/aLLINE. HORIZONTAL. VERY SLIGHT ROCK GENERfaLLY FRESH,JOINTS STAINEO,SOME JOINTS MfaY SHOW THIN CLAY COATINGS IF OPEN. DIP DIRELTION �OIP AZIMUTHI- iHE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF THE ly SL1.1 CRYSTALS ON A BROKEN SPECIMEN FACE SHINE BRIGHTLY. ROCK RINGS UNOER H/aMMER BLOWS IF LINE OF OIP.MEASURED LLOCKWISE FROM NORTH. OF A CRYSTALLINE NQTURE. SLIGHT ROLK GENERALL� FRESH,JOINTS STAINEO ANO OISLOLORAiION EXtEN05 INTO ROLK UP TO FfaULT -!a FRfaCTURE OR FRALTURE ZONE faLONG WHILH THERE HAS BEEN OISPLfaCEMENT OF THE ISLI.1 IINLH. OPEN JOINTS MAY LONTA�N LLAV. IN GRAN�101D ROLKS SOME OLLASIONAL FELDSPAR SIOES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE. LRYSTALS ARE Ol1LL AND DISCOLOREO. LRVSTALLINE ROLKS RING UNDER HAMMER BLOWS. FISSILE - A PROPERTY OF SPLITIING ALONG CLOSELY SPIaCEO PARALLEL PLANES, MODER/aTE SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION QND WEATHERING EFFEC7S. IN FLOAT - ROLK FRAGMENTS ON SURFALE NEAR THEIR ORIG�NAL POSI710N ANO DISLOOGEO FROM (MOD.I GRANIT010 ROCKS,MOST FELOSPARS ARE OULL QND DISCOLORED.SOME SHOW CLAv. ROCK HAS PARENT MATERIAL. DULL SOUNO UNDER HAMMER BLOWS ANO SHOWS SIGNIFICl+NT LOSS OF STRENGTH AS COMPARED FL000 PLla1N �FPI- LANO BOROERING A STREAM,BUILT OF SEOIMENTS OEPOSITEO 8Y THE STREAM. W�TH FRESH ROCK. MOOERATELY ALL ROCK EXCEPT OUARTZ OISCOLOREO OR STAINEU. IN GRAN�T010 ROCKS.ALL FELOSPARS OULL FORMATION (FM.1- A MAPPABLE GEOLOGIL UN�T THAT CAN BE RELOGNIZEO AND TRALED IN THE SEVERE ANO OISCOLOREO ANO A MAJORITY SHOW KAOLINIZATION. ROCK SHOylS SEVERE LOSS OF STRENGTH FIELD. IMOO.SEyJ ANO CAN BE EXCAyATEO WITH A GEOLOGIST'S PICK. ROCK GIVES 'CLUNK'SOUNO ylHEN STRUCK. JOI T- FRACTURE IN ROCK ALONG WHICH NO APPRECIABLE MOyEMENT HAS OCCURREO. IF TESTEO. WOULO YIELO SPi REFUSAL LEDGE - A SHELF-LIKE RIDGE OR PROJECTION OF ROCK WHOSE THICKNESS IS SMALL COMPAREO TO SEVERE ALL ROCK E%LEPT OUARTZ DISCOLOREO OR STAINEO. ROCK FABRIC LLEAR ANO EVIDENT BUT ITS LATERAL EXTENI'. ISEy.I REDUCEO IN STRENGTH i0 SIRONG SOIL. IN GRAN�TOID ROCKS ALL FELDSPARS ARE KAOLINIZEO LE S- A BOOY OF SOIL OR ROLK THAT THINS OUT IN ONE OR MORE OIRELTIONS. TO SOME EXTENT. SOME FRAGMENIS OF SiRONG ROCK USUALLv REMAIN. IF TESTEO. WOULD Y/ELO SPT N VALUES > IBB BPF MOTTLEO (MOTJ- IRREGULARLY MARKEO WITH SPOTS OF OIFFERENT COLORS. MOTTLING IN SOILS yERY ALL ROCK E%CEPT OUAR7Z DISCOLORED OR STAINEO. ROCK FABRIC ELEMENTS ARE DISCERNIBLE USUALLY INOIC/aTES POOR AER/aT10N QNO LACK OF G000 ORAINAGE. SEVERE BUT MASS IS EFFECTIVELv REOUCED TO SOIL STATUS,WITH ONLv FRAGMENTS OF STRONG ROCK PERCHEO WATER - pATER MAINTAINED ABOVE THE NORMAL GROUND WATER LEVEL BV THE PRESENLE IV SEVJ REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHEREO TO A OEGREE THAT ONLv MINOR OF AN W7ERVENING IMPERVIOUS STRA7UM. VESTIGES OF ORIGINAL ROCK FABRIC REMAIN. iF TESTEO. WOULO YIELO SPT N VALUES < IB9 BPF RESIOUAL (RES.ISOIL - SOIL FORMEO IN PLACE BY THE WEATHERING OF ROCK. COMPLETE ROCK REOULEO TO SOIL. ROCK FABRIC NOT OISLERN�BLE.OR OISCERNIBLE ONLY IN SMALL ANO ROCK OUALITY OESIGNQTION �ROD�- A MEASURE OF ROCK OUALITv DESCRIBED Bv TOTAL LENGTH OF SCATTERED CONCENTRATIONS. OUARTZ MAY BE PRESENT AS OIKES OR STRINGERS. SlaPROLITE IS ROCK SEGMENTS EOUAL TO OA GREATER THIaN 4 INCHES OIVIDED BY THE TOTAL LENGTH OF CORE ALSO AN E%AMPLE. RUN AND EXPRESSED AS A PERCENTAGE. ROCK HARD ESS SAPROLITE (SlaP.l - RESIOUAL SOIL THAT RETAINS THE RELIL STRULTURE OR FABRIL OF THE PARENT VERv HARD CANNO7 BE SCRATCHED Bv KNIFE OR SHARP PICK. BREAKING OF HAND SPECIMENS REOUIRES ROCK. $EyERAL HARO BLOWS OF THE GEOLOGIST'S PICK. SILL - AN �NTRUSIyE BODY OF IGNEOUS R�CK OF IaPPROXIMATELY UN�FORM THICKNESS ANO HARO CAN BE SCR/aTCHEO BY KN�FE OR PICK ONLY WITH OIFFICl1LT�. HARD HAMMER BLOWS REOUIREO RELATIyELY THIN COMPAREO WITH ITS LATERAL EXTENT.THAT HAS BEEN EMPLACEO PARALLEL TO TO DETACH HANO SPECIMEN• THE BEOOING OR SCHISTOSITY OF THE INTRUOEO ROCKS. MOOERIaTELv CAN BE SCRATCHED Bv KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES OEEP CAN BE SLILKENSIOE - POLISNEO AND STRIATED SURFALE THAi RESULTS FROM FRILTIDN ALONG A FAULT HARO EXCAVATEO Bv HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIMENS CAN BE DE7ACHE0 OR SLIP PLANE. Bv MOOERATE BLOWS. STANOlaRO PENETRATION TEST (PENETRATION RESISTANCE)(SPTI- NUMBER OF BLOWS IN OR BPFIOF MEOIUM CAN BE GROOVEO OR GOUGEO 0.05 INCHES DEEP Bv F�RM PRESSURE OF KNIFE OR PICK POINT. A �40 LB.HAMMER FlaLLING 30 INCHES REOUIREO TO PROOUCE /a PENETRATION OF IFOOT INTO SOIL HARD CAN BE EXC/ayATEO IN SMALL CHIPS TO PEICES 11NCH MA%IMUM SIZE BY HARO BLOWS OF THE W�TH A 2 INCH OUTSIDE OIAMETER SPLIT SPOON SAMPLER. SPT REFUSAL IS PENETRATION EOUAL POINT OF la GEOLOGIST'S PICK. TO OR LESS THAN 0.� FOOT PER 69 BLOWS. SOFT CAN BE GROVED OR GOUGED READILv Bv KNIFE OR PICK. CAN BE EXCAVATED IN FRAGMENTS STRATA CORE RECOVERY ISREC.�- TOTAL LENGTH OF STRATA MATER�AL RECOVEREO OIVIOEO B� FROM CHIPS TO SEVERIaL INCHES IN SIZE BY MOOERl+TE BLOWS OF A PICK POINT. SMALL.THIN TOTlaL LENGTH OF STRATUM ANO EXPRESSEO AS A PERCENTAGE. PIECES CAN BE BROKEN BY FINGER PRESSURE. STRAT/a ROCK OUALITY OESIGNAT�ON 1SROD1- A MEASURE OF ROCK OUALITv DESCRIBED Bv TOT/aL yERV CAN BE CARVED WlTti KNIFE. CAN BE E%CAVATEO READILv WITH POINT OF P�CK. PIECES IINCH LENGTH OF ROCK SEG ENTS WITHIN A STRATUM EOUAL TO OR GREATER THAN 4 �NCHES OIyl0E0 BY SOFT OR MORE IN THICKNESS CfaN BE BROKEN BY FINGER PRESSURE. CAN BE SCR/aTCHEO REAOILY BY THE TOTfaL LENGTH OF STRA7A ANO EXPRESSEO AS fa PERLENTAGE. FINGERNA�L. TOPSOIL (TS.1- SURF/aCE SOILS USUALLY CONTA�N�NG ORGAN�C MATTER. FRACTURE SPACI G BEDD1 G BENCH MARK:BL-3 - STA.13+69.15 ft LT -L- reRM SPfaCING TERM THICKNESS 36" REBAR INITH ALUMINUM TRAVERSE CAP VERY WIDE MORE THAN 10 FEET VEFY THICKLY BEDOED 4 FEET N; 1001475.17, E:1328971.87 ELEVATION: 2767.67 FEET WI�E 3 TO 10 FEET TtiICKLv BEOOEO 1.5 - 4 FEET MOOERATELY CLOSE 1 TO 3 FEET THINLv BEDOED 0.16 - 1.5 FEET QTES: LLOSE 0.16 TO i FOOT VERv iHINLv BEDDED 0.03 - 0.16 FEET � VERY CLOSE LESS THAN 0.16 FEET THICKLY LAMINATEO 0.608 - 6.03 FEEi FIAD - FILLED IMMEDIATELY AFTER BORING THINL� LAMINATE� < 0.008 FEET LT. - LIGHT I DURATIO DK. - DARK FOR SEDIMENTARY ROCKS.INOURAT�ON IS THE HARDENING OF MATER�AL BY CEMENTING,HEAT,PRESSURE,ETC. FRIABLE RUBBING WITH FINGER FREES NUMEROUS GRAINS; GENTLE BLOW Bv HAMMER DISINTEGRATES SAMPLE. MODERATELY INOURATEO GRAINS CAN 8E SEPARATEO FROM SAMPLE WITH STEEL PR08E; BREAKS EASILY WHEN HIT WITH HAMMER. �NOURATEO GRAINS ARE �IFFICULT TO SEPARATE WITH STEEL PROBE; OIFFILULT TO BREAK WITH HAMMER. EXTREMELY INDURATEO SHARP HAMMER BLOWS REOUIREO TO BREfaK SAMPLE; SAMPLE BREAKS ACROSS GRAINS. OATE:8-15-14 SHEET 3 GEOTECHNICAL BOR/NG REPORT SHEET 4 BORE LOG WBS SF-022032 TIP 176P.11.C.1 COUNTY ALLEGHANY GEOLOGIST Goodnight, D. J. SITE DESCRIPTION Br. No. 32 on NC 113 Over Prathers Creek GROUND WTR (ft) BORING NO. B-1 STATION 11+7g OFFSET 5 ft LT ALIGNMENT -L- 0 HR. Dry COLLAR ELEV. 2,771.8 ft TOTAL DEPTH 24.8 ft NORTHING 1,001,646 EASTING 1,328,886 24 HR. FIAD DRILL RIGIHAMMER EFF.IDATE TRI9435 CME-55 85% 02/22/2016 DRILL METHOD H.S. Augers HAMMER TYPE Automatic DRILLER Contract Driller START DATE 09/23/16 COMP. DATE 09/23/16 SURFACE WATER DEPTH N/A ELEV DRIVE DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - � ELEV O SOIL AND ROCK DESCRIPTION �ft� �g� �ft� 0.5ft 0.5ft 0.5ft 0 25 50 75 100 NO. MOI G ELEV. ft DEPTH ft 2775 2,771.8 0.0 Z�� 4 4 4 z no.3 0.5' BITUMINOUS CONCRETE � s $ fvl �.,� 1.0' AGGREGATE BASE COURSE - - - - - - - - - - - - - - L ,; ROADWAY EMBANKMENT 3 3 3 �6_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ M L :•; TAN, SILTY SAND (A-2-4) W ITH A LITTLE . L�•; MICA AND TRACE GRAVEL 2765 4 4 13 - -\- - - - - - - - - - - - - - L'�i �� M L'�; --J- ---- ---- ---- L- 7 6 6 - �i2- - - - - - - - - - - - - M L '. L':; 2760 - � - - - - - - - - - - - - - - L �_; . 2�759.8 --- — 12.0 / - - - - - - - - - - - - - - - L;:'; RED-TAN, SANDY SILT (A-4) WITH A 2 2 2 �4 - - - - - - - - - - - - - - - M � `�� LITTLE MICA I---- ---- ---- ---- L>.:: 2755 f - - - - - - - - - - - - - - - L:<: L<`': 2�754.8 ---------------- 17.0 - - - - - - - - - - - - - - ALLWIAL � 2 3 � - - - - - - - - - - - - - - - GRAY, SILTY F. SAND (A-2-4) WITH �5- - - - - - - - - - - - - - - M TRACE ORGANICS (WOOD 2750 ! o0o z 750'8 FRAGMENTS) AND TRACE GRAVEL z�.o ___ o00 2 74g.3 GRAVEL AND COBBLES W ITH SAND zz.s WEATHERED ROCK 00/0. ' ' " ' " ' ' " " " " " � io0/o.5 z �a�.o WHITE AND BROWN, za.s 60/0.0 60/0.o MUSCOVITE-BIOTITE GNEISS Boring Terminated with Standard Penetration Test Refusal at Elevation 2,747.0 ft on CR: BIOTITE-MUSCOVITE GNEISS � m N N � � N � �I U Z a � N M � � � m O N � � J � Z � � � m F � � U Z GEOTECHNICAL BOR/NG REPORT SHEET 5 BORE LOG WBS SF-022032 TIP 176P.11.C.1 COUNTY ALLEGHANY GEOLOGIST Goodnight, D. J. SITE DESCRIPTION Br. No. 32 on NC 113 Over Prathers Creek GROUND WTR (ft) BORING NO. B-2 STATION 11+g0 OFFSET 7 ft RT ALIGNMENT -L- 0 HR. Dry COLLAR ELEV. 2,771.5 ft TOTAL DEPTH 24.6 ft NORTHING 1,001,640 EASTING 1,328,901 24 HR. FIAD DRILL RIGIHAMMER EFF.IDATE TRI9435 CME-55 85% 02/22/2016 DRILL METHOD H.S. Augers HAMMER TYPE Automatic DRILLER Contract Driller START DATE 09/23/16 COMP. DATE 09/23/16 SURFACE WATER DEPTH N/A ELEV DRIVE DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - � ELEV O SOIL AND ROCK DESCRIPTION �ft� �g� �ft� 0.5ft 0.5ft 0.5ft 0 25 50 75 100 NO. MOI G ELEV. ft DEPTH ft 2775 2,771.5 0.0 Z�� 4 3 4 z no.3 0.8' BITUMINOUS CONCRETE i.z � M�.:; 0.4' AGGREGATE BASE COURSE - - - � - - � - - - � - - - L °: ROADWAY EMBANKMENT 2 1 2 M�—:': TAN, SILTY SAND (A-2-4) W ITH A LITTLE 43 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ L °: MICA AND TRACE GRAVEL 2765 3 3 4 �'�' t�-- ---- ---- ---- M L°: L:•; 5 4 4 -�- - - - - - - - - - - - - - - M L'., -*s - - - - - - - - - - - - - L . 2760 -� - - - - - - - - - - - - - - - L',;. � - - - - - - - - - - - - - - - �—�'r �- - - - - - - - - - - - - - - - L °: 1 1 2 �3 - - - - - - - - - - - - - - - M �'�� L °: 2755 �- - - - - - - - - - - - - - - - L;.c' •. 2�754.5 ---------------- 17.0 �- - - - - - - - - - - - - - - - ALLUVIAL � 2 3 - - - - - - - - - - - - - - M � GRAY-BROWN, SILTY F. SAND (A-2-4) ♦5' ' ' ' ' ' ' ' ' ' ' ' ' ' ' �� ' W ITH TRACE ORGANICS 2750 ! - - - - - - - - - - - - - - - ^•�'^• 2750.5 21.0 00o GRAVEL AND COBBLES WITH SAND ____ 000 274g.0 22.5 � WEATHERED ROCK ---- ---- ---- ---- 00/0. iooio.a z�as.s WHITE AND GRAY-BROWN, za.s 60/0.0 60/0.o MUSCOVITE-BIOTITE GNEISS Boring Terminated with Standard Penetration Test Refusal at Elevation 2,746.9 ft on CR: BIOTITE-MUSCOVITE GNEISS � m N N � � N � �I U Z a � N M � � � m O N � � J � Z � � � m F � � U Z ALCO��1 FALCt3N ENGINEERING. IdYG. '121fl TRIf�fTY f�OA�, SUITE 'I10 i3ALEIGH, NC 276f17 PHC7�if: St9.&71.Q$Oa FAX: 919.871.OSt�3 TEST BORING LOG PROJECT NO. G16021.01 PROJECT LOCATION Alleghany County LOGGED BY Goodnight, D GROUND o HouR S7A7IC WATER PROJECT NAME Br. No. 32 On NC 1 13 Over Prathers Creek Ho�E BORING NO. SR-1 BORING LOCATION 11+97 57 RT -L- DEPTH ELEVATION (ft) 2753.9 NORTHING 1001611 DRILL MACHINE NA DATE TOTAL DEPTH (ft) 8.2 EASTING 1328845 DRILLER Goodnight, D SURFACE WATER DEPTH (ft) DATE STARTED 9/23/2016 COMPLETED 9/23/2016 DRILL METHOD Sounding Rods HAMMER TYPE 16 Ib Hammer ELEV. DEPTH DCP BLOW COUNT � ROD SOUNDING BLOWS PER FOOT SAMP. � L Elev. SOIL AND ROCK DESCRIPTION Depth (ft) (ft) ■ AVERAGE DCP BLOWS NO. - O �ft) �ft� 0 30 60 90 120 150 G 1.75 in 1.75 in 1.75 in 0 5 10 15 20 25 MOI 2753.9 0.0 ROD SOUNDING ONLY - NO SAMPLES � 0 � TAKEN 2.0 2 ................. 3.0 4 _......- 2750 4.0 $ - - 5.0 38 - - 6.0 2 ... .............. � 7.0 62 ...._. ._...- --. 8.0 _ . . . . . . 1361 A8 2745.7 8.2 2745 at 8.2 feet Below Existing Ground Surfacein � 2740 � � 0 �? Q � O z O U Q � 2735 N � � � O N � � � � U O N 2730 z O U Q ALCO��1 FALCt3N ENGINEERING. IdYG. '121fl TRIf�fTY f�OA�, SUITE 'I10 i3ALEIGH, NC 276f17 PHC7�if: St9.&71.Q$Oa FAX: 919.871.OSt�3 TEST BORING LOG PROJECT NO. G16021.01 PROJECT LOCATION Alleghany County LOGGED BY Goodnight, D GROUND o HouR S7A7IC WATER PROJECT NAME Br. No. 32 On NC 1 13 Over Prathers Creek Ho�E BORING NO. SR-2 BORING LOCATION 11+78 44 LT -L- DEPTH ELEVATION (ft) 2749.3 NORTHING 1001664 DRILL MACHINE NA DATE TOTAL DEPTH (ft) 0.9 EASTING 1328933 DRILLER Goodnight, D SURFACE WATER DEPTH (ft) DATE STARTED 9/23/2016 COMPLETED 9/23/2016 DRILL METHOD Sounding Rods HAMMER TYPE 16 Ib Hammer ELEV. DEPTH DCP BLOW COUNT � ROD SOUNDING BLOWS PER FOOT SAMP. � L Elev. SOIL AND ROCK DESCRIPTION Depth (ft) (ft) ■ AVERAGE DCP BLOWS NO. - O �ft) �ft� 0 30 60 90 120 150 G 1.75 in 1.75 in 1.75 in 0 5 10 15 20 25 MOI 2749.3 0.0 ROD SOUNDING ONLY - NO SAMPLES 0.9 148 27� 4 TAKEN 0.9 at 0.9 feet Below Existing Ground Surfacein 2745 2740 �° 2735 N � � Q � � Z 0 U Q d N 2730 � �a � 0 N � � � � U O � p 2725 U Q