HB-0056-REPLACE BRIDGE 130 ON SR 1514 (INDIAN GRAVE ROAD) AND HB-0061-REPLACE BRIDGE 349 ON SR 1574 (CC CAMP ROAD) IN CALDWELL COUNTY, AND HB-0065-REPLACE BRIDGE 960691 ON SR 1170 (CASPER HAWKINS ROAD) IN WILKES COUNTY

:ECNEREFER
:TCEJORP
STATE STATE PROJECT REFERENCE NO. SH N E O ET . S T H O E T E A T L S
N.C.
HB-0056
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
STRUCTURE
SUBSURFACE INVESTIGATION
COUNTY
CONTENTS PERSONNEL
SHEET NO. DESCRIPTION
1 TITLE SHEET
2, 2A LEGEND (SOIL & ROCK)
3 SITE PLAN
SITE PHOTOGRAPHS
INVESTIGATED BY
DRAWN BY ALMULLA, H.
CHECKED BY
SUBMITTED BY
DATE
CAUTION NOTICE
THE SUBSURFACE INFORMATION AND THE SUBSURFACE INVESTIGATION ON WHICH IT IS BASED WERE
MADE FOR THE PURPOSE OF PREPARING THE SCOPE OF WORK TO BE INCLUDED IN THE REQUEST FOR
PROPOSAL. THE VARIOUS FIELD BORING LOGS, ROCK CORES AND SOIL TEST DATA AVAILABLE MAY
BE REVIEWED OR INSPECTED IN RALEIGH BY CONTACTING THE N. C. DEPARTMENT OF TRANSPORTATION,
GEOTECHNICAL ENGINEERING UNIT AT (919) 707-6850. THE SUBSURFACE PLANS AND REPORTS, FIELD
BORING LOGS, ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT.
SOIL AND ROCK BOUNDARIES WITHIN A BOREHOLE ARE BASED ON GEOTECHNICAL INTERPRETATION
UNLESS ENCOUNTERED IN A SAMPLE. INTERPRETED BOUNDARIES MAY NOT NECESSARILY REFLECT
ACTUAL SUBSURFACE CONDITIONS BETWEEN SAMPLED STRATA AND BOREHOLE INFORMATION MAY NOT
NECESSARILY REFLECT ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS. 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 SOIL MOISTURE CONDITIONS MAY VARY
CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS INCLUDING TEMPERATURES,
PRECIPITATION AND WIND, AS WELL AS OTHER NON-CLIMATIC FACTORS.
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 ENCOUNTERED.
THE BIDDER OR CONTRACTOR IS CAUTIONED TO PERFORM INDEPENDENT SUBSURFACE INVESTIGATIONS
AND MAKE INTERPRETATIONS AS NECESSARY TO CONFIRM CONDITIONS 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
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. SIGNATURE DATE
2. BY HAVING REQUESTED THIS INFORMATION, THE CONTRACTOR SPECIFICALLY WAIVES ANY CLAIMS
FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BETWEEN THE DOCUMENT NOT CONSIDERED FINAL
CONDITIONS INDICATED HEREIN AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
UNLESS ALL SIGNATURES COMPLETED
6500-BH
62705
Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A
1
15
CALDWELL
SR 1514 (INDIAN GRAVE ROAD)
PROJECT DESCRIPTION
REPLACE BRIDGE NO. 130 OVER YADKIN RIVER
BRIDGE NO. 130130 OVER YADKIN
SITE DESCRIPTION
RIVER ON SR 1514 (INDIAN GRAVE ROAD)
BETWEEN SR 1519 AND NC 268
HOWARD, J.
DUGGINS, W. T.
2B, 2C SUPPLEMENTAL LEGEND (GSI) YOUNG, W.
4 - 13 BORE LOGS, CORE REPORTS,
CORE PHOTOGRAPHS
14 , 15
HOWARD, J.
NASH, A. A.
NASH, A. A.
SEPTEMBER 2025
Prepared in the Office of:
3150 SPRING FOREST ROAD, SUITE 100
RALEIGH, NORTH CAROLINA 27616
NC REGISTERED ENGINEERING FIRM: F-0869
NC REGISTERED GEOLOGIC FIRM: C-367
RTHCARO
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N
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R O
FESSIO
N
IN
A
P A
L SEAL
031022
A N D R E E N W G IN A E . E R N A S H
7/19/2026

Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A
PROJECT REFERENCE NO. SHEET NO.
HB-0056 2
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS
(PAGE 1 OF 2)
SOIL DESCRIPTION GRADATION
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.
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.
ACCORDING TO THE STANDARD PENETRATION TEST (AASHTO T 206, ASTM D1586). SOIL CLASSIFICATION GAP-GRADED - INDICATES A MIXTURE OF UNIFORM PARTICLE SIZES OF TWO OR MORE SIZES.
IS BASED ON THE AASHTO SYSTEM. BASIC DESCRIPTIONS GENERALLY INCLUDE THE FOLLOWING:
CONSISTENCY, COLOR, TEXTURE, MOISTURE, AASHTO CLASSIFICATION, AND OTHER PERTINENT FACTORS SUCH ANGULARITY OF GRAINS
AS MINERALOGICAL COMPOSITION, ANGULARITY, STRUCTURE, PLASTICITY, ETC. FOR EXAMPLE,
VERY STIFF, GRAY, SILTY CLAY, MOIST WITH INTERBEDDED FINE SAND LAYERS, HIGHLY PLASTIC, A-7-6 THE ANGULARITY OR ROUNDNESS OF SOIL GRAINS IS DESIGNATED BY THE TERMS:
ANGULAR, SUBANGULAR, SUBROUNDED, OR ROUNDED.
SOIL LEGEND AND AASHTO CLASSIFICATION
MINERALOGICAL COMPOSITION
GENERAL GRANULAR MATERIALS SILT-CLAY MATERIALS
CLASS. ( 35% PASSING #200) ( 35% PASSING #200) ORGANIC MATERIALS MINERAL NAMES SUCH AS QUARTZ, FELDSPAR, MICA, TALC, KAOLIN, ETC.
GROUP A-1 A-3 A-2 A-4 A-5 A-6 A-7 A-1, A-2 A-4, A-5 ARE USED IN DESCRIPTIONS WHEN THEY ARE CONSIDERED OF SIGNIFICANCE.
CLASS. A-1-a A-1-b A-2-4 A-2-5 A-2-6 A-2-7 A A - - 7 7- - 6 5, A-3 A-6, A-7 COMPRESSIBILITY
SYMBOL S M L O IG D H ER T A LY TE C L O Y M C P O R M E P S R S E IB S L SI E BLE L LL L < = 3 3 1 1 - 50
% PASSING HIGHLY COMPRESSIBLE LL > 50
#10 50 MX GRANULAR S C I L L A T Y - MUCK, PERCENTAGE OF MATERIAL
#40 30 MX50 MX 51 MN SOILS SOILS PEAT GRANULAR SILT - CLAY
#200 15 MX25 MX10 MX35 MX35 MX35 MX35 MX36 MN 36 MN36 MN36 MN ORGANIC MATERIAL SOILS SOILS OTHER MATERIAL
MATERIAL TRACE OF ORGANIC MATTER 2 - 3% 3 - 5% TRACE 1 - 10%
PASSING #4O LITTLE ORGANIC MATTER 3 - 5% 5 - 12% LITTLE 10 - 20%
L P L I 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 O IT IL T S L W E I O T R H HIGHLY M HI O G D H E L R Y A O T R E G LY A N O I R C GANIC 5 > - 1 1 0 0 % % 12 > - 2 0 2 % 0% S H O IG M H E LY 3 2 5 0 % - A 3 N 5 D % ABOVE
MODERATE
GROUP INDEX 0 0 0 4 MX 8 MX 12 MX 16 MXNO MX AMOUNTS OF ORGANIC GROUND WATER
SOILS
ORGANIC
USUAL TYPES STONE FRAGS. WATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING
FINE SILTY OR CLAYEY SILTY CLAYEY MATTER
M O A F T M E A RI J A O L R S GRA S V A E N L D , AND SAND GRAVEL AND SAND SOILS SOILS STATIC WATER LEVEL AFTER2 4 HOURS
GEN. RATING FAIR TO PW PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA
EXCELLENT TO GOOD FAIR TO POOR POOR UNSUITABLE
AS SUBGRADE POOR
SPRING OR SEEP
PI OF A-7-5 SUBGROUP IS LL - 30 ; PI OF A-7-6 SUBGROUP IS LL - 30
CONSISTENCY OR DENSENESS MISCELLANEOUS SYMBOLS
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 R W O 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
G GR EN AN ER U A LA LL R Y VER L Y O O L S O E OSE 4 T < O 4 10 SOIL SYMBOL V D SP S P T T T P D M M T T TEST BORING I S N L S O T P A E L I L N A D T I I C O A N TOR
M (N A O T N E - R C I O A H L ESIVE) MEDI D U E M N S D E ENSE 3 1 0 0 T T O O 3 5 0 0 N/A T A H R A T N IF R IC O I A A D L W F A I Y L L E M (A B F A ) N O K T M H E E N R T AUGER BORING T C E O S N T E PENETROMETER
VERY DENSE > 50
VERY SOFT < 2 < 0.25 INFERRED SOIL BOUNDARY CORE BORING SOUNDING ROD
GENERALLY SOFT 2 TO 4 0.25 TO 0.5
SILT-CLAY MEDIUM STIFF 4 TO 8 0.5 TO 1.0 INFERRED ROCK LINE MW MONITORING WELL W TE I S T T H B C O O R R IN E G
MATERIAL STIFF 8 TO 15 1 TO 2
(COHESIVE) VER H Y A R S D TIFF 15 > T 3 O 0 30 2 T > O 4 4 ALLUVIAL SOIL BOUNDARY P IN IE S Z T O A M LL E A T T E I R ON SPT N-VALUE
TEXTURE OR GRAIN SIZE RECOMMENDATION SYMBOLS
O U P .S E . N S I T N D G . ( S M IE M V ) E SIZE 4. 4 76 2 1 .0 0 0 0 4 .4 0 2 0 6 .2 0 5 0 2 .0 0 7 0 5 0 2 .0 7 5 0 3 UNDERCUT U UN N S C U L I A T S A S B I L F E IE W D A E S X T C E AVATION - U A N CC C E L P A T S A SI B F L IE E D , B E U X T C N A O V T A T T I O O N B E -
SHALLOW UNCLASSIFIED EXCAVATION - USED IN THE TOP 3 FEET OF
BOULDER COBBLE GRAVEL COARSE FINE SILT CLAY UNDERCUT ACCEPTABLE DEGRADABLE ROCK EMBANKMENT OR BACKFILL
SAND SAND
(BLDR.) (COB.) (GR.) (CSE. SD.) (F SD.) (SL.) (CL.) ABBREVIATIONS
GRAIN MM 305 75 2.0 0.25 0.05 0.005 AR - AUGER REFUSAL MED. - MEDIUM VST - VANE SHEAR TEST
SIZE IN. 12 3 BT - BORING TERMINATED MICA. - MICACEOUS WEA. - WEATHERED
CL. - CLAY MOD. - MODERATELY - UNIT WEIGHT
SOIL MOISTURE - CORRELATION OF TERMS CPT - CONE PENETRATION TEST NP - NON PLASTIC d- DRY UNIT WEIGHT
SOIL MOISTURE SCALE FIELD MOISTURE CSE. - COARSE ORG. - ORGANIC
(ATTERBERG LIMITS) DESCRIPTION GUIDE FOR FIELD MOISTURE DESCRIPTION DMT - DILATOMETER TEST PMT - PRESSUREMETER TEST SAMPLE ABBREVIATIONS
DPT - DYNAMIC PENETRATION TEST SAP. - SAPROLITIC S - BULK
- SATURATED - USUALLY LIQUID; VERY WET, USUALLY e- VOID RATIO SD. - SAND, SANDY SS - SPLIT SPOON
(SAT.) FROM BELOW THE GROUND WATER TABLE F - FINE SL. - SILT, SILTY ST - SHELBY TUBE
LL LIQUID LIMIT FOSS. - FOSSILIFEROUS SLI. - SLIGHTLY RS - ROCK
PLASTIC SEMISOLID; REQUIRES DRYING TO FRAC. - FRACTURED, FRACTURES TCR - TRICONE REFUSAL RT - RECOMPACTED TRIAXIAL
RANGE - WET - (W) ATTAIN OPTIMUM MOISTURE FRAGS. - FRAGMENTS w - MOISTURE CONTENT CBR - CALIFORNIA BEARING
(PI) PL PLASTIC LIMIT HI. - HIGHLY V - VERY RATIO
EQUIPMENT USED ON SUBJECT PROJECT
- MOIST - (M) SOLID; AT OR NEAR OPTIMUM MOISTURE
OM OPTIMUM MOISTURE DRILL UNITS: ADVANCING TOOLS: HAMMER TYPE:
SL SHRINKAGE LIMIT
CME-45C CLAY BITS X AUTOMATIC MANUAL
REQUIRES ADDITIONAL WATER TO
- DRY - (D) ATTAIN OPTIMUM MOISTURE CME-55 6" CONTINUOUS FLIGHT AUGER CORE SIZE:
PLASTICITY 8" HOLLOW AUGERS -B -H
PLASTICITY INDEX (PI) DRY STRENGTH CME-550 HARD FACED FINGER BITS X-NQ
NON PLASTIC 0-5 VERY LOW TUNG.-CARBIDE INSERTS
SLIGHTLY PLASTIC 6-15 SLIGHT VANE SHEAR TEST HAND TOOLS:
MODERATELY PLASTIC 16-25 MEDIUM X CASING W/ ADVANCER POST HOLE DIGGER
HIGHLY PLASTIC 26 OR MORE HIGH PORTABLE HOIST X TRICONE 2 (cid:143) " STEEL TEETH HAND AUGER
COLOR X M (T O E B R I 9 L 0 E 0 3 B ) -29 TRICONE " TUNG.-CARB. SOUNDING ROD
DESCRIPTIONS MAY INCLUDE COLOR OR COLOR COMBINATIONS (TAN, RED, YELLOW-BROWN, BLUE-GRAY). X CORE BIT VANE SHEAR TEST
MODIFIERS SUCH AS LIGHT, DARK, STREAKED, ETC. ARE USED TO DESCRIBE APPEARANCE. X MUD ROTARY

Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A
PROJECT REFERENCE NO. SHEET NO.
HB-0056 2A
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS
(PAGE 2 OF 2)
ROCK DESCRIPTION TERMS AND DEFINITIONS
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.
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 AQUIFER - A WATER BEARING FORMATION OR STRATA.
BLOWS IN NON-COASTAL PLAIN MATERIAL, THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN
REPRESENTED BY A ZONE OF WEATHERED ROCK. ARENACEOUS - APPLIED TO ROCKS THAT HAVE BEEN DERIVED FROM SAND OR THAT CONTAIN SAND.
ROCK MATERIALS ARE TYPICALLY DIVIDED AS FOLLOWS: ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COMPOSED OF CLAY MINERALS, OR HAVING
WEATHERED NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT N VALUES > A NOTABLE PROPORTION OF CLAY IN THEIR COMPOSITION, SUCH AS SHALE, SLATE, ETC.
ROCK (WR) 100 BLOWS PER FOOT IF TESTED. ARTESIAN - GROUND WATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL AT
C R R O Y C S K T A (C L R L ) INE F W G I N N O E E U I S L T S O D , G C Y A O IE B A L B R D R S O E S P , G S T R C R A H E I I N F S U T I , G S E A N T L E C O I . F U T S E A S N T D E D M . E R T O A C M K O R TY PH P I E C I R N O C C L K U D T E H S A G T RANITE, S W C U A H R L I F C C A A H C R I E T E . O IS U E S N (C C A O L U C N .) T - E S R O E I D LS , B T U H T A W T C H O IC N H T A D I O N E A S P N P O R T E C N I E A C B E L S E S A A M RI O L U Y N R T I S S E O T F O C A O L R C A IU B M OV C E A T R H B E O N G A R T O E U . ND
N RO ON C - K C R (N Y C S R TA ) LLINE F S R I E O N D C E I K M T T O E Y N C P T O E A A I R N R Y C S E L R U G O D R C E A K S I N T P H H M A Y E T L T L W A I M T O E O U , R L S P L D H A Y I T C E E I A , L S N D A D N S P N D T O S T N R O E -C N F O U E A S , E S A T T L A C I . L F P T L E A S I T N E D. O CO F L S L L U O V P I E U . M - ROCK FRAGMENTS MIXED WITH SOIL DEPOSITED BY GRAVITY ON SLOPE OR AT BOTTOM
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
SEDIMENTARY ROCK SPT REFUSAL. ROCK TYPE INCLUDES LIMESTONE, SANDSTONE, CEMENTED BY TOTAL LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE.
(CP) SHELL BEDS, ETC.
WEATHERING DIKE - A TABULAR BODY OF IGNEOUS ROCK THAT CUTS ACROSS THE STRUCTURE OF ADJACENT
ROCKS OR CUTS MASSIVE ROCK.
FRESH ROCK FRESH, CRYSTALS BRIGHT, FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK RINGS UNDER
HAMMER IF CRYSTALLINE. DIP - THE ANGLE AT WHICH A STRATUM OR ANY PLANAR FEATURE IS INCLINED FROM THE
HORIZONTAL.
VERY SLIGHT ROCK GENERALLY FRESH, JOINTS STAINED, SOME JOINTS MAY SHOW THIN CLAY COATINGS IF OPEN,
(V SLI.) CRYSTALS ON A BROKEN SPECIMEN FACE SHINE BRIGHTLY. ROCK RINGS UNDER HAMMER BLOWS IF DIP DIRECTION (DIP AZIMUTH) - THE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF THE
OF A CRYSTALLINE NATURE. LINE OF DIP, MEASURED CLOCKWISE FROM NORTH.
SLIGHT ROCK GENERALLY FRESH, JOINTS STAINED AND DISCOLORATION EXTENDS INTO ROCK UP TO FAULT - A FRACTURE OR FRACTURE ZONE ALONG WHICH THERE HAS BEEN DISPLACEMENT OF THE
(SLI.) 1 INCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS SOME OCCASIONAL FELDSPAR SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE.
CRYSTALS ARE DULL AND DISCOLORED. CRYSTALLINE ROCKS RING UNDER HAMMER BLOWS. FISSILE - A PROPERTY OF SPLITTING ALONG CLOSELY SPACED PARALLEL PLANES.
MODERATE SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND WEATHERING EFFECTS. IN FLOAT - ROCK FRAGMENTS ON SURFACE NEAR THEIR ORIGiNAL POSITION AND DISLODGED FROM
(MOD.) GRANITOID ROCKS, MOST FELDSPARS ARE DULL AND DISCOLORED, SOME SHOW CLAY. ROCK HAS PARENT MATERIAL.
DULL SOUND UNDER HAMMER BLOWS AND SHOWS SIGNIFICANT LOSS OF STRENGTH AS COMPARED
FLOOD PLAIN (FP) - LAND BORDERING A STREAM, BUILT OF SEDIMENTS DEPOSITED BY THE STREAM.
WITH FRESH ROCK.
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
SEVERE AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK SHOWS SEVERE LOSS OF STRENGTH FIELD.
(MOD. SEV.) AND CAN BE EXCAVATED WITH A GEOLOGIST'S PICK. ROCK GIVES "CLUNK" SOUND WHEN STRUCK. JOINT - FRACTURE IN ROCK ALONG WHICH NO APPRECIABLE MOVEMENT HAS OCCURRED.
IF TESTED, WOULD YIELD SPT REFUSAL LEDGE - A SHELF-LIKE RIDGE OR PROJECTION OF ROCK WHOSE THICKNESS IS SMALL COMPARED TO
SEVERE ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND EVIDENT BUT ITS LATERAL EXTENT.
(SEV.) REDUCED IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL FELDSPARS ARE KAOLINIZED LENS - A BODY OF SOIL OR ROCK THAT THINS OUT IN ONE OR MORE DIRECTIONS.
TO SOME EXTENT. SOME FRAGMENTS OF STRONG ROCK USUALLY REMAIN.
IF TESTED, WOULD YIELD SPT N VALUES > 100 BPF MOTTLED (MOT.) - IRREGULARLY MARKED WITH SPOTS OF DIFFERENT COLORS. MOTTLING IN SOILS
USUALLY INDICATES POOR AERATION AND LACK OF GOOD DRAINAGE.
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 PERCHED WATER - WATER MAINTAINED ABOVE THE NORMAL GROUND WATER LEVEL BY THE PRESENCE
(V SEV.) REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHERED TO A DEGREE THAT ONLY MINOR OF AN INTERVENING IMPERVIOUS STRATUM.
VESTIGES OF ORIGINAL ROCK FABRIC REMAIN. I F TESTED, WOULD YIELD SPT N VALUES < 100 BPF RESIDUAL (RES.) SOIL - SOIL FORMED IN PLACE BY THE WEATHERING OF ROCK.
COMPLETE ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE, OR DISCERNIBLE ONLY IN SMALL AND ROCK QUALITY DESIGNATION (RQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF
SCATTERED CONCENTRATIONS. QUARTZ MAY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS ROCK SEGMENTS EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE
ALSO AN EXAMPLE. RUN AND EXPRESSED AS A PERCENTAGE.
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.
SEVERAL HARD BLOWS OF THE GEOLOGIST'S PICK. SILL - AN INTRUSIVE BODY OF IGNEOUS ROCK OF APPROXIMATELY UNIFORM THICKNESS AND
HARD CAN BE SCRATCHED BY KNIFE OR PICK ONLY WITH DIFFICULTY. HARD HAMMER BLOWS REQUIRED RELATIVELY THIN COMPARED WITH ITS LATERAL EXTENT, THAT HAS BEEN EMPLACED PARALLEL TO
TO DETACH HAND SPECIMEN. THE BEDDING OR SCHISTOSITY OF THE INTRUDED ROCKS.
MODERATELY CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES DEEP CAN BE SLICKENSIDE - POLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT
HARD EXCAVATED BY HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIMENS CAN BE DETACHED OR SLIP PLANE.
BY MODERATE BLOWS. STANDARD PENETRATION TEST (PENETRATION RESISTANCE) (SPT) - NUMBER OF BLOWS (N OR BPF) OF
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
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
POINT OF A GEOLOGIST'S PICK. TO OR LESS THAN 0.1 FOOT PER 60 BLOWS.
SOFT CAN BE GROVED OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN FRAGMENTS STRATA CORE RECOVERY (SREC.) - TOTAL LENGTH OF STRATA MATERIAL RECOVERED DIVIDED BY
FROM CHIPS TO SEVERAL INCHES IN SIZE BY MODERATE BLOWS OF A PICK POINT. SMALL, THIN TOTAL LENGTH OF STRATUM AND EXPRESSED AS A PERCENTAGE.
PIECES CAN BE BROKEN BY FINGER PRESSURE. STRATA ROCK QUALITY DESIGNATION (SRQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL
VERY CAN BE CARVED WITH KNIFE. CAN BE EXCAVATED READILY WITH POINT OF PICK. PIECES 1 INCH LENGTH OF ROCK SEGMENTS WITHIN A STRATUM EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY
SOFT OR MORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE. CAN BE SCRATCHED READILY BY THE TOTAL LENGTH OF STRATA AND EXPRESSED AS A PERCENTAGE.
FINGERNAIL. TOPSOIL (TS.) - SURFACE SOILS USUALLY CONTAINING ORGANIC MATTER.
FRACTURE SPACING BEDDING BENCH MARK:BM-1: STA. 34+95-L-, 145.0' RIGHT
TERM SPACING TERM THICKNESS N:829089 , E:1250759
VERY WIDE MORE THAN 10 FEET VERY THICKLY BEDDED 4 FEET ELEVATION:1197.54 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
NOTES:
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 FIAD - FILLED IMMEDIATELY AFTER DRILLING
THINLY LAMINATED < 0.008 FEET
INDURATION
FOR SEDIMENTARY ROCKS, INDURATION IS THE HARDENING OF MATERIAL BY CEMENTING, HEAT, PRESSURE, ETC.
RUBBING WITH FINGER FREES NUMEROUS GRAINS;
FRIABLE
GENTLE BLOW BY HAMMER DISINTEGRATES SAMPLE.
MODERATELY INDURATED GRAINS CAN BE SEPARATED FROM SAMPLE WITH STEEL PROBE;
BREAKS EASILY WHEN HIT WITH HAMMER.
GRAINS ARE DIFFICULT TO SEPARATE WITH STEEL PROBE;
INDURATED
DIFFICULT TO BREAK WITH HAMMER.
SHARP HAMMER BLOWS REQUIRED TO BREAK SAMPLE;
EXTREMELY INDURATED
SAMPLE BREAKS ACROSS GRAINS.

PROJECT REFERENCE NO. SHEET NO.
HB-0056 2B
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
SUPPLEMENTAL LEGEND, GEOLOGICAL STRENGTH INDEX (GSI) TABLES
FROM AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (PAGE 1 OF 2)
INTACT OR MASSIVE - intact
rock specimens or massive in 90
situ rock with few widely spaced
discontinuities
80
BLOCKY - well interlocked un-
disturbed rock mass consisting 70
of cubical blocks formed by three
intersecting discontinuity sets
60
VERY BLOCKY - interlocked,
partially disturbed mass with 50
multi-faceted angular blocks
formed by 4 or more joint sets
40
30
DISINTEGRATED - poorly inter-
locked, heavily broken rock mass 20
with mixture of angular and
rounded rock pieces
10
SNOITIDNOC
ECAFRUS
DECREASING SURFACE QUALITY
SECEIP
KCOR
FO
GNIKCOLRETNI
GNISAERCED
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
secafrus
derehtaewnu
hserf
,hguor
yreV
deniats
nori
,derehtaew
ylthgils
,hguoR
secafrus
dna
derehtaew
yletaredom
,htoomS
secafrus
deretla
secafrus
derehtaew
ylhgih
,dedisnekcilS
sgnillif
ro
sgnitaoc
tcapmoc
htiw
stnemgarf
ralugna
ro
secafrus
derehtaew
ylhgih
,dedisnekcilS
sgnillif
ro
sgnitaoc
yalc
tfos
htiw
Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A
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)
N/A N/A
BLOCKY/DISTURBED/SEAMY -
folded with angular blocks
formed by many intersecting
discontinuity sets. Persistence
of bedding planes or schistosity
LAMINATED/SHEARED - Lack of
blockiness due to close spacing N/A N/A
of weak schistosity or shear planes

PROJECT REFERENCE NO. SHEET NO.
HB-0056 2C
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
SUPPLEMENTAL LEGEND, GEOLOGICAL STRENGTH INDEX (GSI) TABLES
FROM AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (PAGE 2 OF 2)
A.
70
A
60
50
B C D E
40
30
F
20
10
G H
FO
SNOITIDNOC
ECAFRUS
SEITIUNITNOCSID
)senalp
gniddeb
yltnanimoderP(
-
DOOG
yletaredom
,htoomS
-
RIAF
secafrus
deretla
dna
derehtaew
yllanoisacco
,htooms
yreV
-
ROOP
tcapmoc
htiw
secafrus
dedisnekcils
ralugna
htiw
sgnillif
ro
sgnitaoc
stnemgarf
secafrus
derehtaew
ylhgih
ro
dedis
sgnillif
ro
sgnitaoc
yalc
tfos
htiw
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.
COMPOSITION AND STRUCTURE
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)
hserf
,hguoR
yreV
secafrus
derehtaewnu
derehtaew
ylthgils
,hguoR
secafrus
-nekcils
,htooms
yreV
Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A
Thick bedded, very blocky sandstone
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
and - may be more or Tectonically deformed,
less folded than illustrated but intensively folded/faulted,
this does not change the strength. sheared clayey shale or siltstone
Tectonic deformation, faulting and with broken and deformed
loss of continuity moves these sandstone layers forming an
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.

Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A

SHEET 4 OF 15
GEOTECHNICAL BORING REPORT
BORE LOG
WBS 50726.1.1 TIP HB-0056 COUNTY CALDWELL GEOLOGIST HOWARD, J.
SITE DESCRIPTION BRIDGE NO. 130130 OVER YADKIN RIVER ON SR 1514 (INDIAN GRAVE ROAD) GROUND WTR (ft)
BORING NO. EB1-A STATION 20+05 OFFSET 15 ft LT ALIGNMENT -L- 0 HR. 3.2
COLLAR ELEV. 1,178.9 ft TOTAL DEPTH 34.1 ft NORTHING 827,604 EASTING 1,251,177 24 HR. 5.0
DRILL RIG/HAMMER EFF./DATE DRILL METHOD Mud Rotary HAMMER TYPE Automatic
DRILLER DUGGINS, W. START DATE 06/09/25 COMP. DATE 06/09/25 SURFACE WATER DEPTH N/A
ELEV DRIVE DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
ELEV O SOIL AND ROCK DESCRIPTION
(ft) (ft) (ft) 0.5ft 0.5ft 0.5ft 0 25 50 75 100 NO. MOI G ELEV. (ft) DEPTH (ft)
11118800
1,178.9 0.0
1,177.9 1.0 ALLUVIAL
2 4 2 LOOSE TO DENSE, BROWN, GRAY, SILTY
FINE TO COARSE SAND, WET TO
1175 1,175.4 3.5 1 1 7 SATURATED, LITTLE GRAVEL, LITTLE
WOOD (A-2-4)
1,172.9 6.0
6 16 18
1,170.9 8.0
1170 1,170.4 8.5 19 52 44 RESIDUAL VERY DENSE, GREEN, GRAY, SILTY FINE
SAND, MOIST, SAPROLITE (A-2-4)
1165 1,164.9 14.0 44 56/0.4 1,165.4 WEATHERED ROCK 13.5
(GREEN, BROWN, GNEISS)
1,160.9 18.0
1160 1,159.9 19.0 RESIDUAL
61 16 15 LOOSE TO DENSE, BROWN, GRAY, SILTY
FINE SAND, MOIST (A-2-4)
1155 1,154.9 24.0
4 5 95/0.3 1,153.9 25.0
WEATHERED ROCK
(LIGHT GREEN, BROWN, GRAY, GNEISS)
1,150.9 28.0
1150 100/0.1
1145 1,144.9 34.0 1,144.8 34.1
100/0.1 Boring Terminated at Elevation 1,144.8 ft IN
WEATHERED ROCK (GNEISS)
52/12/8
TDG.TOD_CN
JPG.SGOL_GDRB_OEG_6500-BH
ELGNIS
EROB
TODCN
Docusign Envelope ID: 2B8E37D1-9B17-8BB5-8264-3040A6D3278A
TER9003 MOBILE-29 92% 06/25/2025
GROUND SURFACE
6 W
8
34 Sat.
96 M
100/0.9
31 M
100/0.8
100/0.1
100/0.1