DK00485 47103.3.1-US 601 (CAROLINA AVENUE) AND NC 67 (MAIN STREET) UPGRADE INTERSECTION, GRADING, DRAINAGE, PAVING, AND SIGNAL Addendum 1

:ECNEREFER
:TCEJORP
STATE STATE PROJECT REFERENCE NO. SH N E O ET . S T H O E T E A T L S
SEE SHEET 3 FOR PLAN SHEET LAYOUT STATE OF NORTH CAROLINA N.C. 1
R-5831
AT TIME OF INVESTIGATION
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
LINE STATION PLAN 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
-L- ROADWAY 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,
BORING LOGS, ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT.
GENERAL SOIL AND ROCK STRATA DESCRIPTIONS AND INDICATED BOUNDARIES ARE BASED ON A
SUBSURFACE INVESTIGATION GEOTECHNICAL INTERPRETATION OF ALL AVAILABLE SUBSURFACE DATA AND MAY NOT NECESSARILY
REFLECT THE ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS OR BETWEEN SAMPLED STRATA
WITHIN THE BOREHOLE. THE LABORATORY 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 TIME OF THE INVESTIGATION. THESE WATER LEVELS OR
YADKIN SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS
COUNTY INCLUDING TEMPERATURES, PRECIPITATION AND WIND, AS WELL AS OTHER NON-CLIMATIC FACTORS.
PROJECT DESCRIPTION THE BIDDER OR CONTRACTOR IS CAUTIONED THAT DETAILS SHOWN ON THE SUBSURFACE PLANS ARE
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.
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
INVENTORY E PR X O TE JE N C S T IO . N TH O E F C T O IM N E T R F A O C R T A O N R Y S R H E A A L S L O H N A R V E E S N U O LT C IN LA G I F M R F O O M R T A H D E D A IT C I T O U N A A L L C C O O N M D P I E T N IO S N A S T I E O N N C O O U R N F T O E R R A E N D AT
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
INVESTIGATED BY
DRAWN BY
CHECKED BY
SUBMITTED BY
D. BROWN, PE
DATE
SIGNATURE DATE
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
1385-R
30174
10
PROFILE X-SECTION
10+25 - 20+50 4 5 7,8
-Y1- 8+50 - 24+38 4 6 9,10
US 601 (CAROLINA AVENUE)
AND NC 67 (MAIN STREET).
S. PUTNAM
C.T. TANG, PE
S. PUTNAM
C.T. TANG, PE
D. BROWN, PE
JANUARY 2019
RTHCARO
L
N
O
R O
FESSIO
N
IN
A
P A
L SEAL
047389
C
H
E NGINE E R
N
G
IE
N
-TING
TA

PROJECT REFERENCE NO. SHEET NO.
R-5831 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
SOIL IS CONSIDERED UNCONSOLIDATED, SEMI-CONSOLIDATED, OR WEATHERED EARTH MATERIALS THAT CAN WELL GRADED - INDICATES A GOOD REPRESENTATION OF PARTICLE SIZES FROM FINE TO COARSE. HARD ROCK IS NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT REFUSAL IF TESTED. AN INFERRED ALLUVIUM (ALLUV.) - SOILS THAT HAVE BEEN TRANSPORTED BY WATER.
BE PENETRATED WITH A CONTINUOUS FLIGHT POWER AUGER AND YIELD LESS THAN 100 BLOWS PER FOOT UNIFORMLY GRADED - INDICATES THAT SOIL PARTICLES ARE ALL APPROXIMATELY THE SAME SIZE. ROCK LINE INDICATES THE LEVEL AT WHICH NON-COASTAL PLAIN MATERIAL WOULD YIELD SPT REFUSAL.
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 S C C G E Y L L N R M A A O E B R U S S O A P S S L 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 M S L D L O N I G D I A N H E M R D T E A L E S Y T S M E S C C U L R O Y I C I N M P H C T P E O A I R O M R S E N P C S Q A R S S U O E L I W B A S O M L S R H I E T G B E P Z L N I , R E 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 L , D L L K N O A < = F O 3 3 L S 1 1 I I N G - , N E 5 I T F 0 C IC . ANCE. R C R N C R O O O O Y N A C C S - K S K C T T R ( A ( A N C Y L L C R S L R P ) T IN L A ) E A L I L N INE C G W F R S FI I E O O N N N O D C A E E E U I I K S M S L T T T S T O O D E A , Y N G L C C Y P T A O O I P E E A B A L A I L R A B N R R D Y R I C S S N O E E S L R P S , U G G O S T E D R R C C D R E A A K H I S E M I I I N N T F S P E H U T H M I N , G A S Y E E T A N T L T T S L E L W C A C O I I . M T E F O U E M O U T S , R E E L S A P S N L D N H T A T D Y E I E T C E D D E M I A , . L E I S N N R D T A D T O A N S O C M P N D K T R O O S O T N R R T O C E - Y P C K H N F P O U , I E E C A B S , I E S U A R N T T T O L C A C C L M I . L F K U A P T D T Y L E E H A S N S A I T O N G T E T R D Y A . I N E I L T D E , O C C S W C U A O O F H R L R L I S F C C L E L A A U H R O C R V E I P E T E I C E U . O I O . M S U V E S - E N ( R R C C O Y A O C L ( U R K C N E . F ) T C R - E . ) S A R - O G E T I M D L O S , E T B N T A U H T L T A S L W T M E N C H IX O G IC E N T H D H T A D W O I O N F IT E A A H S L P N S L P O O R M I T E L A C N D T I E A E E C B P R E L O I S A E S S L I A A T R M E R E D I O L C U B Y O N Y V R T E G I S S R R E O E A T F D V O C I I N T A O Y L R T C H O A I E N U B M C O S O L V C O R E A E P T R E B H B O A E O R R N G R A A R E T T O L E U B . D N O I D T V T ID O E M D
% 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
PA M S A S T I L P N E L R I G I A # L 4O 6 MX NP 4 1 0 0 M MX X 1 4 0 1 M MN X 4 1 0 1 M MN X4 1 1 1 M MN N 4 1 0 0 M MX X 1 4 0 1 M MN X 4 1 0 1 M MN X 4 1 1 1 M MN N S L M O I O T IL D T S E L R W E A I O T T E R H HIGHLY 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 5 3 0 % % % % 1 5 3 2 > - - - 2 1 0 2 5 2 % 0 % % % 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 ( V V E R S Y L I S .) LIGHT O C R H R O A F Y C M A S K M C T G E R A E R Y L N S S IF E T O R A C N A R L A Y L L I L S B N Y T R E A O F N L R K L A E E I T S N N H U E S , R . P J E O E . C IN IM TS E N ST F A A I C N E E D SH , S IN O E M B E R J I O G I H N T T L S Y M . A R Y O C SH K O R W IN T G H S I U N N C D L E A R Y H C A O M A M TI E N R G B S L I O F W OP S E IF N , H D L D I O I I N P P R E D - I Z T O I O R H F N E E D C T I A A T P N L I , O . M G N L E ( E A D S A I U P T R A W E Z D H IM I C C U L H O T H C A ) K S - W T T R I H S A E E T D F U R I M R O E M O C R T N I O A O R N N T Y O H P R . L B A E N A A R R IN F G E A O T F U T R H E E I H S O IN R C IZ L O IN N E T D A L F R T O R M AC T E H O E F THE
U G S R U O A U L P I T N Y D P E E X S STONE 0 FRAGS. 0 0 4 MX 8 MX 12 MX 16 MXNO MX AM O O R U G N AN TS IC OF O S R O GA IL N S IC WATER LEVE G L R IN O B U O N RE D H O W L A E I T M E M R EDIATELY AFTER DRILLING ( S S L L IG I H .) T 1 R O IN C C K H G . E O N P E E R N A J L O L IN Y T F S R M ES A H Y , C JO O I N N T T A S I S N T C A L IN A E Y D . A IN N G D R D A I N SC IT O O L I O D R R A O T C IO K N S S E O X M TE E N O D C S C I A N S T I O ON R A O L C F K E U L P D S T P O A R S FA ID U E L S T R - E A L A FR T A IV C E T T U O R E O O N R E F A R N A O C T T H U E R R E P Z A O R N A E L A LE L L O N TO G T W H H E I C F H R A T C H T E U R R E E H . AS BEEN DISPLACEMENT OF THE
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 BORING ELEVATIONS GENERATED FROM FILE R5831_LS_TIN
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 X 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
D
G
I
R
F
A
FI
I
C
N
U
S
L
A
T
R
T
E
O
D
B
IF
R
F
E
I
A
C
K
U L
W
T
I T
T
H
O
H
S
A
E
M
PA
M
R
E
A
R
T
.
E WITH STEEL PROBE;
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
S
SH
A
A
M
R
P
P
L E
H A
B
M
RE
M
A
E
K
R
S
B
A
L
C
O
R
W
O
S
S S
R E
G
Q
R
U
A
I
I
R
N
E
S
D
.
TO BREAK SAMPLE;
DATE: 8-15-14

Soil Properties
Soils encountered at the site include roadway embankment and residual soils. The roadway embankment was
encountered in borings L_1180, L_1323, Y1_1600 and Y1_2420, with depths up to 2.5 feet below the current grade. The
soil types include Silty SAND (A-2) and Gravelly SAND (A-1).
January 15, 2019
The native residual soils, which are the weathered remains of the parent rock, were encountered below the roadway
STATE PROJECT: 47103.1.1 (R-5831) embankment or directly under topsoil. The residual soil primarily consists of Silty CLAY (A-7), with lesser amount of
COUNTY: Yadkin
Coarse SAND (A-1), Silty SAND (A-2), Sandy SILT (A-4), Clayey SILT (A-5) and Sandy CLAY (A-6).
DESCRIPTION: Roadway Improvement at US 601 (Carolina Avenue) and NC 67 (Main Street)
Rock Properties
SUBJECT: Roadway Subsurface Inventory
Neither weathered rock nor rock was encountered within the depths of this geotechnical exploration.
Project Description
Groundwater
The proposed project consists of improvements to the intersection of US 601 and NC 67, located in Booneville, North
Carolina. The total length of the project is approximately 0.2 miles, with two alignments included:
Groundwater was not encountered in the hand auger borings during the field investigation.
Alignment Road Name Stations Areas of Special Geotechnical Interest
-L- US 601 (Carolina Avenue) 10+50 to 20+50
* Underground Utilities: Since the project area is concentrated on the roadway shoulders of US 601 and NC 67,
-Y1- NC 67 (Main Street) 8+50 to 24+38
numerous underground utilities are present.
Plans call for new sidewalks on both sides of US 601 (Carolina Avenue) and NC 67 (Main Street), as well as additions of
turning lanes as follows:
* Eastbound NC 67: Add a dedicated left run lane
* Westbound NC 67: Add a dedicated left turn lane
* Northbound US 601: No change
* Southbound US 601: Add a dedicated right turn lane and a dedicated thru lane
The project corridor is lined with commercial properties, many of which have structures near the roadway.
The geotechnical field investigation for the project was conducted in September 2018 with a total of 11 hand auger
borings. Three representative soil samples from the hand auger borings were collected in the field for laboratory
analysis.
Physiography & Geology
The project site is located in the town of Booneville in Yadkin County, North Carolina. This region is generally
composed of rolling terrain common to the foothills of the Appalachian Mountains. According to available literature,
the site is situated within the Sauratown Mountains Anticlinorium of the Piedmont Geologic Province of North Carolina
and underlain by Metagraywacke (CZma ).
2
The project corridor is general flat with elevations ranging from 1,050 feet to 1,068 feet. The high point for the
project is at the intersection of the two alignments (-L- and -Y1-).

TO
HWY 268
US
HWY
601 BST v
EIP
EIP
EIP
12"
C&G
CANOPY
DOCUMENT NOT CONSIDERED FINAL
GR UNLESS ALL SIGNATURES COMPLETED
S GRASSBK WALL
BOONEVILLE NC GRID ME C T H H U O R D C IS H T NAD 83 NA 2011
1SBLK BUS GR 12" C&G
EIP
2 RAIL WD EIP WD
WALL
F G L R AG A S P SOLE
1SMTL BUS
US
HWY
601 BST 1SBK BUS
GRASS
EIP CANOPY EIP EIP EIP
1SMTL BUS
EIP
1SBLK BUS MTL
STEPS
v EIP
GR
GRASSEIP
EIP
12" C&G CONC
1SBLK BUS
12" C&G EIP BOLLARDS
GRASS 1 G S
E
G R M
I
A R
P
A SS S BUS INFO T G O R S W A T N S A S TION GR
CO
12
N
S "
C
C& BK G WAL G K RAS C S ONC 1SBK BUS GRASS 1 B SB U L S K 1 B SB U L S K S GR
EIP
WD
STEPS
2S B B U L G S K R CONC STEPS PARK AVE BST VAC VAC BK B C O A L R L A B W R O A D L S S VA L C H ARDS RIP RAD
GRASS EIP CEAIPNOPY EICPANOPYEICPANOPY
EIP
TO JONESVILLE
TO EAST BEND
NC HWY 67 BST NC HWY 67 BST
EIP CANOPY CANOPY CANOPY
EIP GR
EIP EIP
1SBK BUS
FLAG POLE
1SBK BUS 2SBK BUS
EIP
SSARG 2SBLK BUS
1 B SB U L S K
E
G
I
R
P
1S B B U L S K
C
B
P
1
O
U S
AN
F S
DC
1S B B U L S K BS
G
T
R GRASS
BK WALK EIP
CONC
CON
G
C 1S
R
B
A
L
S
K
S
BUS GRASS
EIP
GR 1S B M U T S L
1 B SUBSK
8' M 4 T 8 L "CHL
GR
G
SREBMIT
DW
R
1S B B U L S K WD RAMP
GR
1
A
B S
S
U B
S
K S 18"
C&G
1SMTL
1 8
B
"
U
C
S
&G
EIP
GR
EIP GR EIP
EIP
EIP
1SF BUS
CONC GR
12" G&G
v EIP EIP EIP
48" WW 2SBW
POST
NO
WIRE
EIP
US
HWY
601
BST EIP
GRASS
EIP EIP EIP EIP
RR SPIKE
EIP
EIP
2SF BUS
1SMTL BUS
BAPTIST CHURCH RD SR 1368 BST
EIP
15" CMP
15" CMP
18" CMP
18"
HDPE EIP PIE
CONC MON
12" C
G
&
RA
G
SS
GRA
A
S
C
S
ADMEY ST
G R
BST
EIP
18" HDPE
TO
YADKINVILLE
v
30"
CMP
SNOISIVER
PROJECT REFERENCE NO. SHEET NO.
R/W SHEET NO. ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
99/71/8
R-5831 4
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
L_1960
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
0 100 200
FEET
L_1765
L_1550 Y1_2180 Y1_1425 Y1_1600
Y1_1266 Y1_1955 Y1_2420
L_1323
L_1180
-L- POT Sta. 21+22.35 END TIP PROJECT R-5831
-L- POT Sta. 20+50.00
20
10 15 L- 2 0 2 5
8 -
3. 0
3
+ 81 . at
S -L- PT Sta. 17+11.08
C R P
-L- POC Sta. 14+94.47 = -Y1- POC Sta. 18+28.95
BEGIN CONSTRUCTION
-Y1- POC Sta. 08+50.00
END CONSTRUCTION -Y1- PRC Sta. 18+30.38 -Y1- POT Sta. 24+38.00
- Y1- PT Sta. 20+14.85
-L- PRC Sta. 14+80.81
- Y1- PT Sta. 13+25.00 -Y1- PC Sta. 16+43.67
-L- PC Sta. 13+22.90
L-
-
-L- PT Sta. 11+42.72
-L- PC Sta. 10+17.12
-L- POT Sta. 10+00.00
BEGIN TIP PROJECT R-5831
-L- POC Sta. 10+25.00