DN01153 (WBS BP14.R002.3) Grading, Drainage, Paving, And Culverts At Culverts 430187, 430188, 430189 And 430190 Over Martins Creek On SR 1341 (Martins Creek Rd) In Haywood County 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
N.C. 1
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
STRUCTURE
SUBSURFACE INVESTIGATION
COUNTY
PROJECT DESCRIPTION
CONTENTS
SHEET NO. DESCRIPTION
1 TITLE SHEET
2, 2A LEGEND (SOIL & ROCK)
3 SITE PLAN
PERSONNEL
4
INVESTIGATED BY
DRAWN BY
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 STUDY, PLANNING AND DESIGN, AND NOT FOR CONSTRUCTION OR PAY
PURPOSES. 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.
GENERAL SOIL AND ROCK STRATA DESCRIPTIONS AND INDICATED BOUNDARIES ARE BASED ON A 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
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 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
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
781034-FS
200R.41PB
Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
SF-430187 8
HAYWOOD
CULVERT NO. 430187 OVER
MARTINS CREEK ON SR 1341
(MARTINS CREEK ROAD)
PROFILE
5 - 8 BORING LOGS GUTOWSKI, S. W.
RUMMAGE, E.
GUTOWSKI, S. W.
FIELDS, W. D.
PLUMMER, K. R.
RIGGS, Jr., A. F.
DECEMBER 2023
Prepared in the Office of:
2701 WESTPORT ROAD,
CHARLOTTE, NORTH CAROLINA 28208
NC REGISTERED ENGINEERING FIRM: F-0869
NC REGISTERED GEOLOGIC FIRM: C-367
RTH CARO
L N O R O FESSIO N I N A P A L SEAL
014155 . R
A B N
E
E N GINE E R
S
, J
R G
F. R IG
12/11/2025

Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
PROJECT REFERENCE NO. SHEET NO.
SF-430187 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 G R 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 -N
NON PLASTIC 0-5 VERY LOW TUNG.-CARBIDE INSERTS
SLIGHTLY PLASTIC 6-15 SLIGHT VANE SHEAR TEST HAND TOOLS:
MODERATELY PLASTIC 16-25 MEDIUM CASING W/ ADVANCER POST HOLE DIGGER
HIGHLY PLASTIC 26 OR MORE HIGH PORTABLE HOIST X TRICONE 2(cid:143) " STEEL TEETH HAND AUGER
COLOR TRICONE " TUNG.-CARB. SOUNDING ROD
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. X ( C H M P E C - 2 5 4 5 7 0 3) X HOLLOW STEM AUGERS

Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
PROJECT REFERENCE NO. SHEET NO.
SF-430187 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:EXISTING GROUND AND TOP OF BORING ELEVATIONS
TERM SPACING TERM THICKNESS ESTIMATED USING PROVIDED DTM FILE CONVERTED TO TIN FILE:
VERY WIDE MORE THAN 10 FEET VERY THICKLY BEDDED 4 FEET 430187_ls_tin.tin, DATED: 1 1/08/23 ELEVATION:N/A 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.

Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
PROJECT REFERENCE NO. SHEET NO.
SF-430187 3
ME
M
DF
A
O
R
R
IE
D
L
D
.
.
R
R
U
U
S
S
S
S
E
E
L
L
L
L
0
SITE
4
P
0
LAN
80
K E E R T N U E R S A T H D B . . R B U U S C S H E A L N L AN FEET
W
E
B E F D L O W E R 1S F D L L 1 1+ 0 0 S
0
0
+
15
13 B
+
0
0
DOG
C AM G
KENNEL
S
NT
OL
P
M cE LR OY
T
R O D S . R 13 82
G
R
Y
S 12+42 E -L B 1 1 8 -A 7 1 - 2+82
E
-L
B
7 1 ' B
2
8 L
-
M
A
7 T T 4 - G L 8 R " EU TL-2
AT& T N O
-
C
L
#
1
O
8
R
7
P
6 1 E
-
.
' 2 B R + 2 9 T -B 8 -L
G
1
R
8
EU
7
18
-
"
T
C
L
M
-
P
2
GR
MAINTAIN
M
E
A
D
IN
R
T
/
A
W
INED
R/W
BILL L S O R W E 1 3 R 42 D.
GPS-101 S S
MARTINS
CREEK
10' LT W D S
S
W D MARTINS CREE E K IP
18
" C
M P
GR
S18R" C M
P
1341 (MARTINS C
M
R
A
E
I
E
N
K
T A
R
IN
D
E
.)
D R/W
G
S
REU TL-2
GREU
TL-2
1
E
7
2
'
B
R
+
1
6
T
- B
0 -L187-
S R 13
3 8
(F
S 6 AT&T
N O
C
#
ORP.
INE
S S
M A IN T A IN
CR
E E K
R D .)
M
A IN T A
IN E D R / W GR
S
JO B H O N B N B Y Y O M . . L L O O W W E E
E
D
R / W GR AH AM T R O D . SR 1351 V R A A N N E D S Y S A A . S D . E D E E S E E SE 1 S F D
B - G L
1
2
-
3
P - S - 1 P - 0 O - 1 I - N - T - - - - - - - - - - D - E - S - C - G . - P - S - - B B -
B
1 L L -
L
0 - - -
-
1 1 2
3
- - - - - N - 7 7 O 7 - 7 2 2 R 2 - 2 5 5 T 5 - 5 6 6 H 8 - 9 0 8 1 - 2 2 7 4 - 3 . . . - . 6 9 4 - 2 3 0 0 - 5 0 1 6 - 9 0 0 4 5 - - - - - - 8 8 E 8 - 8 1 1 A 1 - 1 7 8 S 8 - 8 9 1 T 1 - 2 2 0 8 - 5 9 7 0 - 1 . . . - . 8 2 1 - 0 9 4 1 - 1 1 5 5 - 5 0 3 8 2 - - - E - L - E - V - A - T - I - 2 2 O 2 - 2 3 3 N 3 - 4 8 9 9 - 0 9 1 6 - 5 . . . - . 9 3 0 - 2 9 3 5 6 - - - - - E - O L - U - T S - S 1 T 1 - 1 I 1 A 3 - 4 D + T + - + E 6 I 1 - 5 9 O 6 - 6 P . N . - . R 9 5 - 2 O 6 6 4 J - E - C - T - - L O - I F - M F - I S - T E 1 - 1 S 8 T 1 - 1 . . - . 6 9 - 9 9 8 - 2 - R R - R T T T

Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
HORIZONTAL VERTICAL PROJECT REFERENCE NO. SHEET NO.
NOTE:INFERRED STRATIGRAPHY IS DRAWN THROUGH
THE BORINGS WITH BOTH PROJECTED ON TO THE 0 10 20 0 10 20 SF-430187 4
EXISTING GROUND PROFILE ALONG THE CENTERLINE
OF -CULV- TAKEN FROM THE PROVIDED PROJECT
TIN FILE (430187_ls_tin.tin) DATED 11/08/2023. FEET FEET CENTERLINE PROFILE ALONG
CULVERT AT STA. 12+71.14 -L187-
VE = 1
2420
2@9'X5' RCBC
G. P. ELEV. = 2,397.0'
C
L
SKEW ANGLE = 45 degrees
2415 2415
EB1-B
10+39 -CULV-
2410 2410
13' RT EB2-B
EB2-A 10+65 -CULV-
EB1-A
2405 10+15 -CULV- 10+44 -CULV- 14' LT 2405
13' LT ROADWAY EMBANKMENT, MEDIUM DENSE TO DENSE,
11' RT CL INVERT
GRAY, TAN, BROWN, SILTY SAND, SOME SILT,
ELEV. 2388.7'
2400 ROADWAY TRACE GRAVEL/COBBLES, DRY TO WET (A-2) 2400
EMBANKMENT,
PAVEMENT
MEDIUM DENSE, TAN
(ASPHALT, GRAVEL)
SAND, SOME
2395 2395
SILT, DRY (A-4) NWS ELEV. 2390.6'
10 21 14 15 08/08/2016
10 32 12
2390 18 2390
37 23 36
A 20 RESIDUAL, STIFF TO 08 /16HARD, WHITE, TAN,
2385 21 08 /16 100/1.0 23 50 2385
RESIDUAL, MEDIUM DENSE TO VERY
08 /16
B BROWN, BLACK, SANDY SILT, MICACEOUS, TRACE
100/0.5
36 48
2380 DENSE, BROWN, WHITE, 53 GRAY, 2380
SILT, QUARTZ FRAGMENTS, WET TO MOIST (A-4)
BLACK, SILTY SAND, MOIST (A-2)
12 36 100/1.0
2375 16 2375
WEATHERED ROCK, (BROWN, WHITE BIOTITE
60/0.0 60/0.1 100/0.3 100/0.3 GRANITIC GNEISS)
2370 AR AR BT BT 2370
CRYSTALLINE ROCK (BIOTITE GRANITIC GNEISS)
FIAD FIAD FIAD FIAD
08/16 08/16 08/16 08/16
2365 2365
2360 2360
A ALLUVIAL, MEDIUM DENSE, GRAY SILTY SAND, MOIST (A-2)
B WEATHERED ROCK (TAN, WHITE, BLACK BIOTITE GRANITIC GNEISS)
10+00 10+10 10+20 10+30 10+40 10+50 10+60 10+70 10+80

SHEET 5
GEOTECHNICAL BORING REPORT
BORE LOG
WBS 17BP.14.R.173 TIP SF-430187 COUNTY HAYWOOD GEOLOGIST Gutowski, S.
SITE DESCRIPTION CULVERT NO. 430187 OVER MARTINS CREEK ON SR 1341 (MARTINS CREEK ROAD) GROUND WTR (ft)
BORING NO. EB1-A STATION 12+42 OFFSET 10 ft LT ALIGNMENT -L187- 0 HR. 7.5
COLLAR ELEV. 2,394.8 ft TOTAL DEPTH 23.5 ft NORTHING 725,749 EASTING 818,143 24 HR. FIAD
DRILL RIG/HAMMER EFF./DATE HPC2473 CME-550 92% 12/09/2015 DRILL METHOD H.S. Augers HAMMER TYPE Automatic
DRILLER Rummage, E. START DATE 08/31/16 COMP. DATE 08/31/16 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)
22339955 2,394.8 0.0
2,393.8 1.0 2,394.2 PAVEMENT (2.5" ASPHALT, 5" GRAVEL) 0.6
6 4 6 ROADWAY EMBANKMENT
2,391.3 3.5 MEDIUM DENSE, TAN SAND, SOME SILT
2390 16 12 6 (A-4)
2,389.3 5.5
2,388.8 6.0 ALLUVIAL
8 6 14
MEDIUM DENSE, GRAY SILTY SAND
2,386.8 8.0
2,386.3 8.5 (A-2)
2385 8 5 16 RESIDUAL
MEDIUM DENSE TO VERY DENSE,
BROWN, WHITE, GRAY, BLACK SILTY
SAND (A-2)
2,381.3 13.5
2380 14 23 30
2,376.3 18.5
2375 6 6 10
2,371.3 23.5 2,371.3 23.5
60/0.0 Boring Terminated with Standard
Penetration Test Refusal at Elevation
2,371.3 ft ON CRYSTALLINE ROCK
(BIOTITE GRANITIC GNEISS)
32/7/21
TDG.TOD_CN
JPG.781#
EGDIRB
YTNUOC
DOOWYAH
ELGNIS
EROB
TODCN
Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
GROUND SURFACE
10 D
18 D
20
21 M
53 M
16 M
60/0.0

SHEET 6
GEOTECHNICAL BORING REPORT
BORE LOG
WBS 17BP.14.R.173 TIP SF-430187 COUNTY HAYWOOD GEOLOGIST Gutowski, S.
SITE DESCRIPTION CULVERT NO. 430187 OVER MARTINS CREEK ON SR 1341 (MARTINS CREEK ROAD) GROUND WTR (ft)
BORING NO. EB1-B STATION 12+60 OFFSET 7 ft RT ALIGNMENT -L187- 0 HR. 10.4
COLLAR ELEV. 2,395.4 ft TOTAL DEPTH 23.6 ft NORTHING 725,762 EASTING 818,164 24 HR. FIAD
DRILL RIG/HAMMER EFF./DATE HPC2473 CME-550 92% 12/09/2015 DRILL METHOD H.S. Augers HAMMER TYPE Automatic
DRILLER Rummage, E. START DATE 08/31/16 COMP. DATE 08/31/16 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)
22440000
2395 2,395.4 0.0
2,394.1 1.3 2,394.1 PAVEMENT (16" OF ASPHALT AND 1.3
4 3 18 GRAVEL)
2,391.9 3.5 ROADWAY EMBANKMENT
8 5 5 MEDIUM DENSE, BROWN SAND, SOME 2390 2,389.9 SILT (A-2) 5.5
2,389.4 6.0
18 27 10 RESIDUAL 2,387.4 HARD, TAN, WHITE, AND BLACK SILT, 8.0
2,386.9 8.5 LITTLE SAND (A-4)
10 30 70
2385 WEATHERED ROCK
(TAN, WHITE, BLACK BIOTITE
GRANITIC GNEISS)
2,381.9 13.5
100/0.5
2380
2,378.4 17.0
RESIDUAL
2,376.9 18.5
5 5 7 STIFF, TAN, WHITE, BLACK SILT, LITTLE 2375 SAND (A-4)
2,371.9 23.5 2,371.9 23.5
60/0.1 2,371.8 CRYSTALLINE ROCK 23.6
(BIOTITE GRANITIC GNEISS)
Boring Terminated with Standard
Penetration Test Refusal at Elevation
2,371.8 ft IN CRYSTALLINE ROCK
(BIOTITE GRANITIC GNEISS)
32/7/21
TDG.TOD_CN
JPG.781#
EGDIRB
YTNUOC
DOOWYAH
ELGNIS
EROB
TODCN
Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
GROUND SURFACE
21 M
10 W
37 W
100/1.0
100/0.5
12 M
60/0.1