GRADING, PAVING, DRAINAGE AND STRUCTURE

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H O G EOLOG I S T M O O
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PROJECT DESCRIPTION
05176:TCEJORP
STATE STATE PROJECT REFERENCE NO. SH N E O ET . S T H O E T E A T L S
STATE OF NORTH CAROLINA N.C. 1
BR-0150 12
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 STUDY, PLANNING AND DESIGN, AND NOT FOR CONSTRUCTION OR PAY
PURPOSES. THE VARIOUS FIELD BORING LOGS, ROCK CORES AND SOIL TEST DATA AVAILABLE MAY
1 TITLE SHEET STRUCTURE G BE E O R T E E V C IE H W N E IC D A O L R E I N N G S I P N E E C E T R E I D N G IN U R N A IT L E A IG T H (9 B 19 Y ) 7 C 0 O 7 N -6 T 8 A 50 C . T T IN H G E T S H U E B S N U . R C F . A DE C P E A P R L T A M N E S N A T N O D F R T E R P A O N R S T P S O , R FI T E A L T D ION,
2 LEGEND (SOIL & ROCK) BORING LOGS, ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT.
2A SUPPLEMENTAL LEGEND (GSI)
GENERAL SOIL AND ROCK STRATA DESCRIPTIONS AND INDICATED BOUNDARIES ARE BASED ON A
3 SITE PLAN SUBSURFACE INVESTIGATION GEOTECHNICAL INTERPRETATION OF ALL AVAILABLE SUBSURFACE DATA AND MAY NOT NECESSARILY
REFLECT THE ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS OR BETWEEN SAMPLED STRATA
4, 5 CROSS SECTION(S) WITHIN THE BOREHOLE. THE LABORATORY SAMPLE DATA AND THE IN SITU (IN-PLACE) TEST DATA
6-9 BORE LOG(S) AND CORE REPORTS 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
10 SOIL TEST RESULTS INVESTIGATIONS ARE AS RECORDED AT THE TIME OF THE INVESTIGATION. THESE WATER LEVELS OR
1 1 CORE PHOTOGRAPHS WILSON SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS INCLUDING TEMPERATURES, PRECIPITATION AND WIND, AS WELL AS OTHER NON-CLIMATIC FACTORS.
12 SITE PHOTOGRAPH(S)
REPLACE BRIDGE NO. 23 ON
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US 117 ALT OVER GREAT SWAMP 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.
THE BIDDER OR CONTRACTOR IS CAUTIONED TO PERFORM INDEPENDENT SUBSURFACE INVESTIGATIONS
AND MAKE INTERPRETATIONS AS NECESSARY TO CONFIRM CONDITIONS ENCOUNTERED ON THE
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THE SITE DIFFERING FROM THOSE INDICATED IN THE SUBSURFACE INFORMATION.
NOTES:
1. 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 REQUESTED 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
N.O. MOORE
M.J. MORENCY
J.M. EDMONSON
C.M. WALKER
N.O. MOORE
INVESTIGATED BY
N.O. MOORE
DRAWN BY
N.T. ROBERSON
CHECKED BY
N.O. MOORE
SUBMITTED BY
OCTOBER 2024
DATE
01/30/2025
SIGNATURE DATE
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED

PROJECT REFERENCE NO. SHEET NO.
BR-0150 2
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS
SOIL DESCRIPTION GRADATION ROCK DESCRIPTION TERMS AND DEFINITIONS
B S E O I P L E I N S E C T O R N A S T ID E E D R W ED IT U H N A C O C N O S N O T L IN ID U A O T U E S D , F S L E I M GH I- T C O P N O S W O E L R ID A A U T G ED ER , O A R N W D E Y A I T E H L E D R L E E D S E S A T R H T A H N M 1 A 00 T E B R L I O A W LS S T P H E A R T F C O A O N T U W N E I L F L O R G M RA L D Y E G D R - A I D N E D D IC - A IN T D ES IC A A T G E O S O T D H R A E T P S R O E I S L E P N A T R A T T I I C O L N E S O A F R PA E R A T L I L C L A E P P S R IZ O E X S I M FR A O T M EL F Y IN T E H E T O S A C M OA E R S S IZ E E . . R H O A C R K D L R I O N C E K I N IS D N IC O A N T - E C S O T A H ST E A L L E V PL E A L I A N T M W A H T I E C R H IA N L O T N H -C A O T A W S O TA U L L D P L Y A IE IN L D M S A P T T E R R E IA F L U S W A O L U I L F D T E Y S I T E E L D D . S A PT N R IN E F F E U R S R A E L D . ALLUVIUM (ALLUV.) - SOILS THAT HAVE BEEN TRANSPORTED BY WATER.
C A O C N C S I I O S S R T B D E A N I S N C E G Y D , T O C O N O T L T H O H E R E , S T A T E A A X S N T H D U T A R O R E S , D M Y P S O E T I N S E T E M U T . R R B A E A , T A S IO I A C N S D H T T E E O S S C T C R L ( I A A P A T SS I S O I H F N I T C S O A G T T E I 2 N O 0 E N 6 R , , A A A N S L T D L M Y O I T D N H 1 C E 5 L 8 R U 6 P ) D . E E R S O T T I I H N L E E C N F L O T A L F S L A S O C IF W T I O C IN R A G S T : I S O U N CH GAP-GRADED - INDICATES A MIX A T N UR G E U O L F U A N R IF I O T R Y M O PA F R G TI R CL A E I S N IZ S ES OF TWO OR MORE SIZES. S B R P E L T P O R R W E E S S F E I U N N S T N A E O L D N I B S - Y C P O E A A N Z S E O T T N A R E L A O T P F L IO A W N I E N B A M Y TH A A E T R S E P E R L D I I A T R L O S , C P T O K H . O E N T R SA A M NS P I L T E IO R N E Q B U ET A W L E T E O N O S R O L IL E S A S N T D H R A O N C 0 K .1 I S F O O O F T TE P N ER 60 A AQ RE U N IF A E C R E - O A U W S - A A T P E P R L B IE E D A R TO IN R G O F C O K R S M T A H T A IO T N H A O V R E S T B R E A EN TA D . ERIVED FROM SAND OR THAT CONTAIN SAND.
AS MINERALOGICAL COMPOSITION, ANGULARITY, STRUCTURE, PLASTICITY, ETC. FOR EXAMPLE, ROCK MATERIALS ARE TYPICALLY DIVIDED AS FOLLOWS: ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COMPOSED OF CLAY MINERALS, OR HAVING
VERY STIFF, GRAY, SILTY CLAY, MOIST WITH INTERBEDDED FINE SAND LAYERS, HIGHLY PLASTIC, A-7-6 T A H NG E U A L N A G R U , S L U A B R A I N T G Y U O LA R R R , O SU U B N R D O N U E N S D S E D O , F O S R O R I O L U G N R D A E I D N . S IS DESIGNATED BY THE TERMS: WEATHERED NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT N VALUES > A NOTABLE PROPORTION OF CLAY IN THEIR COMPOSITION, SUCH AS SHALE, SLATE, ETC.
SOIL LEGEND AND AASHTO CLASSIFICATION ROCK (WR) 100 BLOWS PER FOOT IF TESTED. ARTESIAN - GROUND WATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL AT
G C C G E L L N R A A O ER U S S A P S S L . . A-1-a A-1 A-1-b ( G R A A 3 - N 5 3 % UL P A A A R - S 2 M S -4 A IN T G E A R - # I 2 A 2 - 0 L 5 A 0 S - ) 2 A-2-6 A-2-7 A ( - S 4 I L T 3 - 5 C % A L A - P 5 Y A M SS A I A T N - E 6 G R I # A 2 L 0 A A A S 0 - - 7 7 ) - - - 7 6 5, A- A 1, - A 3 -2 ORGAN A A IC - - 4 6 M , , A A AT - - 7 5 ERIALS M AR IN E E U R S A E S L D L N I G I A N H M D T E L E S Y S M S C C U R O I C I N M P H T P E A I R O R S E N C S Q A S S U O L I W B A O M L R H E T G E P Z N I , R C F T E E H A L S E D L Y S S I P C A B A R O R I E , L M M C I O P I T C N O Y A S , S I T D I A E T L R I C E O L , D L K N O A < F O 3 L S 1 I I N G , N E I T F C IC . ANCE. R C R N R O O O Y N C C S - K K C T R ( A ( N C Y L C R S L R ) T IN A ) E LLINE G W F R S FI I E O N N N O D C E E E U I I K M S L T T S T O O D E , Y N G C C Y P T A O O I E E A B A A I L R B N R R D Y R C S S O E E S L R P , U G G O S T D R R C C R E A A K H S E I I I N N T F S P H U T H M I , G A S Y E E A N T L T T L E L W C A O I I . M T F O U E O U T S , R E L S A P S L D N H T A D Y E I T C E D E M I A , . L E S N R D T A D O A N S C M P N D K T O O S T N R R T O E - Y P C H N F P O U I E E C A S , I E S A R N T T O L C A C C L I . L F K U P T D T L E E H A S S A I T N G T E R D A . NITE, O C C S W U A O F H R L L I S F C C L L A A U H O C R V I P E T E I E U . O I . M S U E S - N ( R C C O A O C L U K C N . F ) T R - E S A R O G E I M D LS , E B N T U H T T A S W T M C H IX O IC E N H D T A D W I O N IT E A H S P N S P O O R I T E L C N D I E A E C B P E L O S E S S I A A T M E R D I O L U B Y N Y R T G I S S R E O A T F V O C I T A O Y L R C O A I N U B M O SL V C O E A P T R E H B O E O R N G A A R T T O E U B . N O D TTOM
SYMBOL MODERATELY COMPRESSIBLE LL = 31 - 50 COASTAL PLAIN COASTAL PLAIN SEDIMENTS CEMENTED INTO ROCK, BUT MAY NOT YIELD CORE RECOVERY (REC.) - TOTAL LENGTH OF ALL MATERIAL RECOVERED IN THE CORE BARREL DIVIDED
% PA # S 10 SING 50 MX GRANULAR S C I L L A T Y - MUCK, HIGHLY COM P P E R R ES C SI E BL N E TAGE OF MATERIA L L L > 50 ( S C ED P) IMENTARY ROCK S SP H T E R L E L F B U E S D A W S L , . E E R A T O C T C . H K E TY R P I E N I G NCLUDES LIMESTONE, SANDSTONE, CEMENTED B D Y IK T E O - T A A T L A L B E U N L G A T R H B O O F D C Y O O R F E I R G U N N E O A U N S D R E O X C P K R E T S H S A E T D C A U S T A S P A E C R R C O E S N S T T A H G E E S . TRUCTURE OF ADJACENT
#40 30 MX50 MX 51 MN SOILS SOILS PEAT GRANULAR SILT - CLAY ROCKS OR CUTS MASSIVE ROCK.
#200 15 MX25 MX10 MX35 MX35 MX35 MX35 MX36 MN 36 MN36 MN36 MN ORGANIC MATERIAL SOILS SOILS OTHER MATERIAL FRESH ROCK FRESH, CRYSTALS BRIGHT, FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK RINGS UNDER
G PA R M O S A S U T I L P P N E L R I I G N I A D # L 4 E O X 6 M 0 X N 0 P 4 1 0 0 M MX X 0 1 4 0 1 M MN X 4 1 0 1 M M 4 N X MX 4 1 1 1 M MN N 4 1 8 0 0 M M M X X X 1 1 4 0 2 1 M M MN X X 4 1 1 0 6 1 M M MN X X N 4 1 1 O 1 M M M N N X A S L M M O I O T I O L D T U S E L N R W E T A S I O T T O E R H F O H R I G G A H N LY IC H M L T I R I O T G A D T H C L E L E R E Y A O O O T F R R E G O G LY A R A G N N O A I I R C C N G M I A C N A M I T C T A E T R TER 5 2 3 > - - - 1 1 0 3 5 0 G % % % % ROUND 1 5 3 2 > W - - - 2 1 0 2 5 A 2 % 0 % % % TER H S L T O R I IG T M A T H C E L L E Y E 3 2 1 1 5 0 0 % - - - 1 A 2 3 0 N 0 5 % % D % ABOVE S ( V V L E I R G S Y H L T I S .) LIGHT R O C R H R O O A F Y C C M A S K K M C T G G E R A E E R Y L N N S S IF E E T O R R A C N A A R L A L Y L L L I L S B N Y Y T R E A F O F N L R R K L A E E E I S T S N N H H U E S , , R . J P J E O O E . I C I N N I T M T S S E S N S T T F A A A I I N C N E E E D D S H , A S I N N O D E M D B E I R S J I O C G I O H N L T T O L S R Y M A . A T R I Y O O C S N H K E O R X W I T N E T G N H S D I U N S N I C N D L T E A O R Y R H C O A O C M A K M T U I E N P R G T B S O L I O F W OP S E IF N , H D L D FA I O I I N P P U R E D - I L Z T O I T O R H F - N E E D A C T I A A T F P N L I , R O . M G A N L E C ( A E T D U S A I U P R T R E A W E Z O D H I R M I C C F U L R H O T A H C A C ) K S T - W T U T R I R H S A E E E T Z D F U O R I M R O N E M E O C A R T N L I O A O O R N N N T Y G O H P R . W L B A H E N IC A A H R R I T N F H G E E A O R T F E U T H R H A E E S I H S B O I E N R E C N IZ L D O IN I N S E T P D A L A L F R C T O E R M M A E C T N E H T O E O F F T H TH E E
USUAL TYPES STONE FRAGS. ORGANIC SOILS WATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING (SLI.) 1 INCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS SOME OCCASIONAL FELDSPAR SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE.
M O A F T M E A RI J A O L R S GRA S V A E N L D , AND S F A IN N E D G SI R L A T V Y E O L R A N C D LA S Y A E N Y D S S I O L I T L Y S C S L O A I Y L E S Y MATTER STATIC WATER LEVEL AFTER2 4 HOURS MODERATE S C I R G Y N S I T F A IC L A S N A T R P E O D R U T L IO L N A S N O D F D R IS O C C O K L S O H R O E W D. D C I R SC Y O ST L A O L R L A I T N I E O R N O A C N K D S W RI E N A G T U H N E D R E IN R G H E A F M FE M C E T R S B . L IN O WS. F FL IS O S A IL T E - - R A O C P K R O F P R E A R G T M Y E O N F T S S P O L N I T S T U I R N F G A C A E L O N N EA G R C T L H O E S I E R L O Y R S IG PA iN C A E L D P P O A S R IT A IO L N LE A L N P D L D A I N S E L S O . DGED FROM
A G S E S N U . B R G A R TI A N D G E EXCELLENT TO GOOD FAIR TO POOR FA PO IR O R TO POOR UNSUITABLE PW S PE P R R C IN H G ED O W R A S T E E E R P , SATURATED ZONE, OR WATER BEARING STRATA (MOD.) W D GR U IT A L H L N I S F T O R O U E ID S N H D R R O U O C N K C D K S E , . R M H O A ST M F M E E L R D B SP L A O R W S S A A R N E D D S U H L O L W A S N D SI G D N IS I C F O IC L A O N R T E D LO , S S O S M O E F S S H TR O E W N C G L T A H Y A . S R C O O C M K P H A A R S E D F PA LO RE O N D T P M LA A I T N E R (F I P A ) L - . LAND BORDERING A STREAM, BUILT OF SEDIMENTS DEPOSITED BY THE STREAM.
PI OF A-7-5 SUBGROUP IS LL - 30 ; PI OF A-7-6 SUBGROUP IS LL - 30 MODERATELY ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS, ALL FELDSPARS DULL FORMATION (FM.) - A MAPPABLE GEOLOGIC UNIT THAT CAN BE RECOGNIZED AND TRACED IN THE
CONSISTENCY OR DENSENESS MISCELLANEOUS SYMBOLS SEVERE AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK SHOWS SEVERE LOSS OF STRENGTH FIELD.
PRIMARY SOIL TYPE CO C M O P N A S C IS T T N E E N S C S Y OR PEN R E A T N R G A E (N T O I - O V F N A S L T R A U E N E S ) I D S A T R E D NCE C R O A M N P G R E ( E T O S O S F I N U V S N E / C S F O T T2 R N ) E F N IN G E T D H L L L W RO IT A H D W SO A I Y L E D M E B S A C N R K IP M T E IO N N T (RE) 25/025 O D F IP R & O C D K IP S D TR IR U E C C T T U I R O E N S S (M EV O E D R . E SEV.) A I A F N L T L D E R C S O T A C E N D K B , E E W X E O C X U E C P L A T D V Q Y A U I T E A E L R D D T W Z S P I D T T I H S R C A E O F G L U E O S O R A L E L O D G O IS R T ' S S T P A IC IN K E . D R . O R C O K C G K I V FA ES B R "C IC L U C N L K E " A S R O A U N N D D E W V H ID E E N N S T T R B U U C T K . J I L T O E S I D N L G T A E - T F - E R A R A A S C H L T E U E L X R F E T -L E I I N N K T R E . O R C ID K G A E L O ON R G P R W O H J I E C C H T I N O O N A O P F P R R E O C C I K A B W L H E O M S O E V T E H M IC E K NT N E H S A S S I O S C S C M U A R L R L E C D O . MPARED TO
( M G G N R E A O N A T N N E E - R U R C A L I O A A L H L L R E Y SIVE) M V E E D R I D L U Y O E M N O L S S O D E E O EN SE SE 3 1 4 0 0 T T < T O O O 4 1 3 5 0 0 0 N/A S T A O H R A I T L N I F S R I Y C O M I A A B D L O W L F A I Y L L E M (A B F A ) N O K T M H E E N R T S D V P P S T T T A D PM M U T T GER T E B S O T R B IN O G RING I S T C N L E O S O S N T T P E A E L P I L E N A N D T E I I T C O R A N O T M O E R TER ( V S E E R V Y .) T R I A F O E L T D L S E U O R S C M O T E C E E D K D E I , X E N W X T S E C O T N E U R T P E L T . N D S Q G O Y U T M I A H E E R L T T F D O Z R S S A D P T G I T R S M C O N E O N N V L G T O A S S R L O O E U I F D L E . S S O T I R > N R 1 O S G 0 T N R 0 A G A B I N N R P E I O F T D C O . K I D R U O R S C O U K A C K L FA L S Y B A R R L I L E C M F E E A L L I E N D M . S E P N A T R S S A A R R E E D K I A S O CE L R IN N I I Z B E L D E L U M E S O U N T A S T L L - L E A Y D B I ( N O M D D O I Y C T . A ) O T - F E I R S S R O P E I O L G O U O R L R A A R E R O R L A C Y T K M I O T A N H R A A K T N E D D T H W LA I I N T C S H K O S O U P F O T G T I O S N O O O D F N D D E R I F O A F R I E N R M A E G O N E R T . E C O D L IR O E R C S T . I M O O N T S T . LING IN SOILS
VERY DENSE > 50 SEVERE BUT MASS IS EFFECTIVELY REDUCED TO SOIL STATUS, WITH ONLY FRAGMENTS OF STRONG ROCK PERCHED WATER - WATER MAINTAINED ABOVE THE NORMAL GROUND WATER LEVEL BY THE PRESENCE
VERY SOFT < 2 < 0.25 INFERRED SOIL BOUNDARY CORE BORING SOUNDING ROD (V SEV.) REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHERED TO A DEGREE THAT ONLY MINOR OF AN INTERVENING IMPERVIOUS STRATUM.
S G I E L N T E - R C A L L A L Y Y MEDI S U O M FT STIFF 4 2 T T O O 8 4 0 0 .2 .5 5 T T O O 1 0 .0 .5 INFERRED ROCK LINE MW MONITORING WELL W TE I S T T H B C O O R R IN E G COMPLETE R V O ES C T K I G R E E S D O U F C E O D R I T G O I N S A O L IL R . O R C O K C K FA F B A R B I R C I C R E N M O A T I D N I . S I C F E T R E N S I T B E L D E , , O W R O D U I L S D CE Y R I N E I L B D L E S P O T N N LY V I A N L S U M E A S L < L 1 A 00 N D B PF R RO ES C I K D U Q A U L A L (R IT E Y S . D ) E SO SI I G L N - A S T O I I O L N F O (R R Q M D E ) D - A IN M P E L A A S C U E R E B Y O F T R H O E C W K E Q A U T A H L E I R T I Y N D G E O S F C R R I O B C E K D . BY TOTAL LENGTH OF
( M C A O T H E E R S IA IV L E) VER S H Y T A I R S F D T F IFF 1 8 5 > T T O 3 O 0 1 3 5 0 2 1 T > T O O 4 2 4 ALLUVIAL SOIL BOUNDARY I P N IE S Z T O A M LL E A T T E I R ON SPT N-VALUE A SC L A SO TT A E N R E E D X A C M ON PL C E E . NTRATIONS. QUARTZ MAY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS R R U O N CK A S N E D G E M X E P N R T E S S S E E Q D U A A L S A TO P E O R R C G E R N E T A A T G E E R . THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE
TEXTURE OR GRAIN SIZE RECOMMENDATION SYMBOLS ROCK HARDNESS SAPROLITE (SAP.) - RESIDUAL SOIL THAT RETAINS THE RELIC STRUCTURE OR FABRIC OF THE PARENT
VERY HARD CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND SPECIMENS REQUIRES ROCK.
O U P .S E . N B S I O T N U D G L . ( D S M E IE M R V ) E SIZE COBBLE GR 4 A . 4 V 7 E 6 L 2 1 .0 0 0 C O 0 4 A .4 0 R 2 S E 0 6 .2 0 5 0 F 2 . I 0 N 0 7 0 E 5 0 2 .0 7 5 0 3 SILT CLAY S U U H N N A D D L E E L R R O C C W U U T T U U U AC N N N C S C C U E L L P I A A T T S S A A S S B B I I L F F L E I I E E E W D D D E A E E G S X X R T C C A E A A D V V A A A B T T L I I E O O R N N O - - CK U A E U M N C S C B C E A E L D P A N I T K S N A S M I B T F E L H I N E E E T D , B O T E U R O X T B P C A N A 3 C O V F K T A E F T T E IL I O T O L N B O E - F HARD T C SE O A V N D E E B R T E A A S L C C H H R A A H R T A D C N H B D E L S D O P B W E Y C S I K M O N F E I N T F . E H E O R G E P O IC L K O O G N IS L T Y 'S W PI IT C H K . DIFFICULTY. HARD HAMMER BLOWS REQUIRED T R SI H E L L E L A B - T E A I D V N E D I L N IN Y T G R T U H O S I R N I V S C C E O H B M I O S P D T A O Y R S E O I D T F Y I W G O I N T F E H T O H I U T E S S I L R N A O T T C R E K U R D O A E F L D A E R P X P O T R E C O N K X T S I , . M TH A A TE T L H Y A U S N B I E F E O N R M EM T P H L I A C C K E N D E S P S A A RA N L D LEL TO
(BLDR.) (COB.) (GR.) (C S S A E N . D SD.) (F SA S N D D .) (SL.) (CL.) ABBREVIATIONS H M A O R D D ERATELY E C X A C N A B V E A S T C E R D A B T Y C H H A E R D D B B Y L K O N W I F O E F O A R G P E I O CK LO . G G I O ST U 'S G E PI S C O K R . H G A R N O D O V SP E E S C T IM O E 0 N .2 S 5 C IN A C N H B E E S D D E E T E A P C C H A E N D BE O SL R I C S K L E IP N S P I L D A E N - E P . OLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT
GRAIN MM 305 75 2.0 0.25 0.05 0.005 AR - AUGER REFUSAL MED. - MEDIUM VST - VANE SHEAR TEST BY MODERATE BLOWS. STANDARD PENETRATION TEST (PENETRATION RESISTANCE) (SPT) - NUMBER OF BLOWS (N OR BPF) OF
SIZE IN. 12 3 BT - BORING TERMINATED MICA. - MICACEOUS WEA. - WEATHERED MEDIUM CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR PICK POINT. A 140 LB. HAMMER FALLING 30 INCHES REQUIRED TO PRODUCE A PENETRATION OF 1 FOOT INTO SOIL
CL. - CLAY MOD. - MODERATELY - UNIT WEIGHT HARD CAN BE EXCAVATED IN SMALL CHIPS TO PEICES 1 INCH MAXIMUM SIZE BY HARD BLOWS OF THE WITH A 2 INCH OUTSIDE DIAMETER SPLIT SPOON SAMPLER. SPT REFUSAL IS PENETRATION EQUAL
SOIL MOISTURE - CORRELATION OF TERMS CPT - CONE PENETRATION TEST NP - NON PLASTIC d- DRY UNIT WEIGHT POINT OF A GEOLOGIST'S PICK. TO OR LESS THAN 0.1 FOOT PER 60 BLOWS.
SO (A IL T T M E O R I B S E T R U G R E L I S M C I A T L S) E FIE D L E D SC M R O IP I T S I T O U N RE GUIDE FOR FIELD MOISTURE DESCRIPTION C D S M E T . - - C D O IL A A R T S O E METER TEST O PM RG T . - - P O R R E G S A S N U IC REMETER TEST SAMPLE ABBREVIATIONS SOFT F C R A O N M B E C H G I R P O S V T E O D S O E R V E G R O A U L G E IN D C R H E E A S D I I N L Y SI B Z Y E B K Y N I M FE O O D R E R P A IC T K E . B C L A O N W B S E O E F X A CA P V IC A K T E P D O I I N N T F . R S A M G A M L E L N , T T S H IN T ST O R T A A T L A L C E O N R G E T H R E O C F O S V T E R R A Y T ( U S M RE A C N .) D - T E O X T P A R L E S L S E E N D G A TH S A O F P E ST R R C A E T N A T A M G A E T . ERIAL RECOVERED DIVIDED BY
DPT - DYNAMIC PENETRATION TEST SAP. - SAPROLITIC S - BULK PIECES CAN BE BROKEN BY FINGER PRESSURE. STRATA ROCK QUALITY DESIGNATION (SRQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL
PLASTI L C L LIQUID LIMIT - S ( A S T A U T R . A ) TED - F U SE R S M O UA M IS L O B L L E Y I L D L O ; I Q W R U E T I Q D H U ; E I V R G E E R R S O Y D U W R N Y E D T I N W , U G A S T T U O E A R L L T Y ABLE F F F e R O - A - S F V C S I . . O N - - I F F D E R O R A S A C SI T T L U I I O R FE E R D O , F U R S ACTURES S S T SD L L C I . . R . - - - - S S S A T I L L R N I T I D G C , , H O S S T I N A L L N E T Y D R Y Y EFUSAL R R S S T S T S - - - - R S S R H E P O C L E C O I L K T M B S Y P P A T O C U O T B E N E D TRIAXIAL S V O ER F Y T F O C I A R N N G M E B O R E R N C E A A I I N L R . V T E H D IC W KN IT E H S S K C N A IF N E . B C E A B N R O B K E E E N X C B A Y V F A IN T G E E D R R P E R A E D S I S L U Y R W E. I T C H A P N O B IN E T S C O R F A P T IC C K H . E P D I E R C E E A S D 1 I L IN Y C B H Y T T L O E H N P E S G T O T O I H L T A O (T L F S R L .) E O - N C S G U K T R S H F E A G O C M F E E S S N T O R T I A S L S T W A U I T S A H U N A IN D L A L E Y X S P T C R R O E A N S T T S U A E M D IN A E IN Q S G U A A O P L R E G T R A O C N E O I N C R T M G A R A G E T E A T . T E E R R . THAN 4 INCHES DIVIDED BY
R ( A P N I G ) E PL PLASTIC LIMIT - WET - (W) ATTAIN OPTIMUM MOISTURE F H R I. A - G H S I . G - H F L R Y AGMENTS w V - - M V O E I R S Y TURE CONTENT CBR - C R A A L T IF IO ORNIA BEARING TERM FRACTURE SPAC SP IN AC G ING TERM BEDDING THICKNESS BENCH MARK:
EQUIPMENT USED ON SUBJECT PROJECT VERY WIDE MORE THAN 10 FEET VERY THICKLY BEDDED 4 FEET ELEVATION: FEET
O S M L O SH PT R I I M NK U A M G M E O L I I S M T I U T RE - MOIST - (M) SOLID; AT OR NEAR OPTIMUM MOISTURE DRILL UNITS: ADVANCING TOOLS: HAMMER TYPE: M WI O D D E ERATELY CLOSE 3 1 T T O O 1 3 0 F F E E E E T T T TH H I I C N K LY LY B B ED ED D D ED ED 0. 1 1 . 6 5 - - 1 4 . 5 F E FE E E T T NOTES:
CME-45C CLAY BITS AUTOMATIC MANUAL CLOSE 0.16 TO 1 FOOT VERY THINLY BEDDED 0.03 - 0.16 FEET
- DRY - (D) A RE T Q TA U I I N R E O S P A TI D M D U IT M IO M N O A I L ST W U A R T E ER TO CME-55 6" CONTINUOUS FLIGHT AUGER CORE SIZE: VERY CLOSE LESS THAN 0.16 FEET T TH H I I C N K LY LY L A LA M M IN IN A A TE T D ED 0.0 < 0 8 0 . - 0 0 0 8 .0 F 3 E F E E T ET
PLASTICITY 8" HOLLOW AUGERS -B -H INDURATION
PLASTICITY INDEX (PI) DRY STRENGTH CME-550 HARD FACED FINGER BITS -N FOR SEDIMENTARY ROCKS, INDURATION IS THE HARDENING OF MATERIAL BY CEMENTING, HEAT, PRESSURE, ETC.
NON PLASTIC 0-5 VERY LOW TUNG.-CARBIDE INSERTS FRIABLE RUBBING WITH FINGER FREES NUMEROUS GRAINS;
SLIGHTLY PLASTIC 6-15 SLIGHT VANE SHEAR TEST HAND TOOLS: GENTLE BLOW BY HAMMER DISINTEGRATES SAMPLE.
H M I O G D H E L R Y A P T L E A L S Y T P IC LASTIC 26 O 1 R 6 - M 25 ORE M H ED IG IU H M PORTABLE HOIST C TR A I S C IN O G NE W/ A " D S V T A E N E C L E T R EETH P H O A S N T D H A O U L G E E R DIGGER MODERATELY INDURATED B G R R E A A IN K S S C E A A N SI L B Y E W SE H P E A N R H A I T T E W D I F T R H O H M A M SA M M E P R L . E WITH STEEL PROBE;
COLOR TRICONE " TUNG.-CARB. SOUNDING ROD INDURATED
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DESCRIPTIONS MAY INCLUDE COLOR OR COLOR COMBINATIONS (TAN, RED, YELLOW-BROWN, BLUE-GRAY). CORE BIT VANE SHEAR TEST
MODIFIERS SUCH AS LIGHT, DARK, STREAKED, ETC. ARE USED TO DESCRIBE APPEARANCE. EXTREMELY INDURATED
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TO BREAK SAMPLE;
DATE: 8-15-14

PROJECT REFERENCE NO. SHEET NO.
BR-0150 2A
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
INTACT OR MASSIVE - intact
rock specimens or massive in 90 A. 70
situ rock with few widely spaced
A
discontinuities
80
60
BLOCKY - well interlocked un-
disturbed rock mass consisting 70
of cubical blocks formed by three
intersecting discontinuity sets 50
60
B C D E
VERY BLOCKY - interlocked,
partially disturbed mass with 50 40
multi-faceted angular blocks
formed by 4 or more joint sets
40
30
F
30 20
DISINTEGRATED - poorly inter-
locked, heavily broken rock mass 20
with mixture of angular and
10
rounded rock pieces G H
10
SNOITIDNOC
ECAFRUS
FO SNOITIDNOC
ECAFRUS
SEITIUNITNOCSID
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gniddeb
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-
DOOG
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-
RIAF
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yllanoisacco
,htooms
yreV
-
ROOP
tcapmoc
htiw
secafrus
dedisnekcils
ralugna
htiw
sgnillif
ro
sgnitaoc stnemgarf
secafrus
derehtaew
ylhgih
ro
dedis
sgnillif
ro
sgnitaoc
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DECREASING SURFACE QUALITY COMPOSITION AND STRUCTURE
SECEIP
KCOR
FO
GNIKCOLRETNI
GNISAERCED
SUPPLEMENTAL LEGEND, GEOLOGICAL STRENGTH INDEX (GSI) TABLES
FROM AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
GSI FOR HETEROGENEOUS ROCK MASSES SUCH
AS FLYSCH (Marinos. P and Hoek E., 2000)
From a description of the lithology, structure and surface conditions (particularly of the bedding
planes), choose a box in the chart. Locate the position in the box that corresponds to the condition
of the discontinuities and estimate the average value of GSI from the contours. Do not attempt to be too
precise. Quoting a range from 33 to 37 is more realistic than giving GSI = 35. Note that the Hoek-Brown criterion does not apply to structurally
controlled failures. Where unfavourably oriented
continuous weak planar discontinuities are present,
these will dominate the behaviour of the rock mass. The strength of some rock masses is reduced by the
presence of groundwater and this can be allowed for
by a slight shift to the right in the columns for fair,
poor and very poor conditions. Water pressure does
not change the value of GSI and it is dealt with by
using effective stress analysis.
B. C. D. E.
C, D, E, G F.
F H
G. H.
Means deformation after tectonic disturbance
-
DOOG
YREV
-
ROOP
YREV
AASHTO LRFD Figure 10.4.6.4-2 Determination of GSI for Tectonically Deformed Heterogeneous Rock Masses (Marinos and Hoek, 2000)
DOOG
YREV DOOG RIAF ROOP
ROOP
YREV
From the lithology, structure and surface conditions of the discontinuities, estimate
the average value of GSI. Do not try to be too precise. Quoting a range from 33
to 37 is more realistic than stating that
GSI = 35. Note that the table does not
apply to structurally controlled failures.
Where weak planar structural planes are present in an unfavorable orientation with respect to the excavation face,
these will dominate the rock mass
behaviour. The shear strength of surfaces
in rocks that are prone to deterioration
as a result of changes in moisture
content will be reduced if water is present. When working with rocks in the
fair to very poor categories, a shift to
the right may be made for wet conditions.
Water pressure is dealt with by effective
stress analysis.
STRUCTURE
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secafrus
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secafrus
-nekcils
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AASHTO LRFD Figure 10.4.6.4-1 Determination of GSI for Jointed Rock Mass (Marinos and Hoek, 2000)
GEOLOGICAL STRENGTH INDEX (GSI) FOR
JOINTED ROCKS (Hoek and Marinos, 2000)
Thick bedded, very blocky sandstone N/A N/A The effect of pelitic coatings on the bedding
planes is minimized by the confinement of
the rock mass. In shallow tunnels or slopes
these bedding planes may cause structurally
controlled instability.
Sand- Sand- Siltstone Weak
stone with stone and or silty shale siltstone
thin inter- siltstone with sand- or clayey
layers of in similar stone layers shale with
siltstone amounts sandstone
layers
BLOCKY/DISTURBED/SEAMY - and - may be more or Tectonically deformed, less folded than illustrated but intensively folded/faulted,
folded with angular blocks this does not change the strength. sheared clayey shale or siltstone
formed by many intersecting Tectonic deformation, faulting and with broken and deformed
discontinuity sets. Persistence loss of continuity moves these sandstone layers forming an of bedding planes or schistosity categories to and . almost chaotic structure
Undisturbed silty Tectonically deformed silty
or clayey shale with or clayey shale forming a
or without a few very chaotic structure with pockets
thin sandstone layers of clay. Thin layers of
sandstone are transformed
into small rock pieces.
LAMINATED/SHEARED - Lack of
blockiness due to close spacing N/A N/A
of weak schistosity or shear planes
DATE: 8-19-16