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

Project Information

Bid Title
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
Issuing Agency
Division of Highways
Location
North Carolina
Published Date
Mar 2, 2026
Closing Date
Mar 24, 2026
Government Level
State & Local
Status
Closed
Original Source
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Bid Documents
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Project Description
  • DN01153 (WBS BP14.R002.3)
    POC
    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
    • Attachment Preview
    Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
    STATE
    N.C.
    STATE PROJECT REFERENCE NO.
    SF-430187
    SHEET
    NO.
    1
    TOTAL
    SHEETS
    8
    STATE OF NORTH CAROLINA
    DEPARTMENT OF TRANSPORTATION
    DIVISION OF HIGHWAYS
    GEOTECHNICAL ENGINEERING UNIT
    STRUCTURE
    SUBSURFACE INVESTIGATION
    COUNTY
    HAYWOOD
    PROJECT DESCRIPTION CULVERT NO. 430187 OVER
    MARTINS CREEK ON SR 1341
    (MARTINS CREEK ROAD)
    CONTENTS
    SHEET NO.
    1
    2, 2A
    3
    4
    5-8
    DESCRIPTION
    TITLE SHEET
    LEGEND (SOIL & ROCK)
    SITE PLAN
    PROFILE
    BORING LOGS
    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.
    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
    GUTOWSKI, S. W.
    RUMMAGE, E.
    INVESTIGATED BY GUTOWSKI, S. W.
    DRAWN BY
    FIELDS, W. D.
    CHECKED BY
    PLUMMER, K. R.
    SUBMITTED BY
    RIGGS, Jr., A. F.
    DATE
    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
    RTOHFESCSAIROONLI
    SEAL
    014155
    ERENFG.INRIEGEGS
    12/11/2025
    SIGNATURE
    DATE
    DOCUMENT NOT CONSIDERED FINAL
    UNLESS ALL SIGNATURES COMPLETED
    Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
    PROJECT REFERENCE NO.
    SF-430187
    SHEET NO.
    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
    SOIL IS CONSIDERED UNCONSOLIDATED, SEMI-CONSOLIDATED, OR WEATHERED EARTH MATERIALS THAT CAN
    BE PENETRATED WITH A CONTINUOUS FLIGHT POWER AUGER AND YIELD LESS THAN 100 BLOWS PER FOOT
    ACCORDING TO THE STANDARD PENETRATION TEST (AASHTO T 206, ASTM D1586). SOIL CLASSIFICATION
    IS BASED ON THE AASHTO SYSTEM. BASIC DESCRIPTIONS GENERALLY INCLUDE THE FOLLOWING:
    CONSISTENCY, COLOR, TEXTURE, MOISTURE, AASHTO CLASSIFICATION, AND OTHER PERTINENT FACTORS SUCH
    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
    GENERAL
    CLASS.
    SOIL LEGEND AND AASHTO CLASSIFICATION
    GRANULAR MATERIALS
    ( 35% PASSING #200)
    SILT-CLAY MATERIALS
    ( 35% PASSING #200)
    ORGANIC MATERIALS
    GROUP
    CLASS.
    A-1
    A-1-a A-1-b
    A-3
    A-2
    A-2-4 A-2-5 A-2-6 A-2-7
    A-4
    A-5
    A-6
    A-7
    A-7-5,
    A-7-6
    A-1, A-2
    A-3
    A-4, A-5
    A-6, A-7
    SYMBOL
    % PASSING
    #10
    #40
    #200
    50 MX
    30 MX 50 MX 51 MN
    15 MX 25 MX 10 MX 35 MX 35 MX 35 MX 35 MX 36 MN 36 MN 36 MN 36 MN
    GRANULAR
    SOILS
    SILT-
    CLAY
    SOILS
    MUCK,
    PEAT
    MATERIAL
    PASSING #4O
    LL
    PI
    6 MX
    40 MX 41 MN 40 MX 41 MN 40 MX 41 MN 40 MX 41 MN
    NP 10 MX 10 MX 11 MN 11 MN 10 MX 10 MX 11 MN 11 MN
    GROUP INDEX
    0
    0
    0
    4 MX
    8 MX 12 MX 16 MX NO MX
    USUAL TYPES
    OF MAJOR
    MATERIALS
    STONE FRAGS.
    GRAVEL, AND
    SAND
    FINE
    SAND
    SILTY OR CLAYEY
    GRAVEL AND SAND
    SILTY
    SOILS
    CLAYEY
    SOILS
    SOILS WITH
    LITTLE OR
    MODERATE
    AMOUNTS OF
    ORGANIC
    MATTER
    HIGHLY
    ORGANIC
    SOILS
    GEN. RATING
    AS SUBGRADE
    EXCELLENT TO GOOD
    FAIR TO POOR
    FAIR TO
    POOR
    POOR
    UNSUITABLE
    PI OF A-7-5 SUBGROUP IS LL - 30 ; PI OF A-7-6 SUBGROUP IS LL - 30
    CONSISTENCY OR DENSENESS
    PRIMARY SOIL TYPE
    COMPACTNESS OR
    CONSISTENCY
    RANGE OF STANDARD
    PENETRATION RESISTENCE
    (N-VALUE)
    RANGE OF UNCONFINED
    COMPRESSIVE STRENGTH
    2
    (TONS/FT )
    GENERALLY
    GRANULAR
    MATERIAL
    (NON-COHESIVE)
    VERY LOOSE
    LOOSE
    MEDIUM DENSE
    DENSE
    VERY DENSE
    <4
    4 TO 10
    10 TO 30
    30 TO 50
    > 50
    N/A
    GENERALLY
    SILT-CLAY
    MATERIAL
    (COHESIVE)
    VERY SOFT
    SOFT
    MEDIUM STIFF
    STIFF
    VERY STIFF
    HARD
    <2
    2 TO 4
    4 TO 8
    8 TO 15
    15 TO 30
    > 30
    TEXTURE OR GRAIN SIZE
    < 0.25
    0.25 TO 0.5
    0.5 TO 1.0
    1 TO 2
    2 TO 4
    >4
    U.S. STD. SIEVE SIZE
    OPENING (MM)
    BOULDER
    (BLDR.)
    COBBLE
    (COB.)
    GRAIN
    SIZE
    MM
    IN.
    305
    12
    75
    3
    4
    4.76
    10
    2.00
    40
    0.42
    60
    0.25
    200
    0.075
    270
    0.053
    GRAVEL
    (GR.)
    COARSE
    SAND
    (CSE. SD.)
    FINE
    SAND
    (F SD.)
    SILT
    (SL.)
    CLAY
    (CL.)
    2.0
    0.25
    0.05
    0.005
    SOIL MOISTURE - CORRELATION OF TERMS
    SOIL MOISTURE SCALE
    (ATTERBERG LIMITS)
    FIELD MOISTURE
    DESCRIPTION
    GUIDE FOR FIELD MOISTURE DESCRIPTION
    LL
    PLASTIC
    RANGE
    (PI)
    PL
    LIQUID LIMIT
    PLASTIC LIMIT
    - SATURATED -
    (SAT.)
    - WET - (W)
    USUALLY LIQUID; VERY WET, USUALLY
    FROM BELOW THE GROUND WATER TABLE
    SEMISOLID; REQUIRES DRYING TO
    ATTAIN OPTIMUM MOISTURE
    OM
    SL
    OPTIMUM MOISTURE
    SHRINKAGE LIMIT
    NON PLASTIC
    SLIGHTLY PLASTIC
    MODERATELY PLASTIC
    HIGHLY PLASTIC
    - MOIST - (M)
    SOLID; AT OR NEAR OPTIMUM MOISTURE
    - DRY - (D)
    REQUIRES ADDITIONAL WATER TO
    ATTAIN OPTIMUM MOISTURE
    PLASTICITY
    PLASTICITY INDEX (PI)
    0-5
    6-15
    16-25
    26 OR MORE
    COLOR
    DRY STRENGTH
    VERY LOW
    SLIGHT
    MEDIUM
    HIGH
    DESCRIPTIONS MAY INCLUDE COLOR OR COLOR COMBINATIONS (TAN, RED, YELLOW-BROWN, BLUE-GRAY).
    MODIFIERS SUCH AS LIGHT, DARK, STREAKED, ETC. ARE USED TO DESCRIBE APPEARANCE.
    GRADATION
    WELL GRADED - INDICATES A GOOD REPRESENTATION OF PARTICLE SIZES FROM FINE TO COARSE.
    UNIFORMLY GRADED - INDICATES THAT SOIL PARTICLES ARE ALL APPROXIMATELY THE SAME SIZE.
    GAP-GRADED - INDICATES A MIXTURE OF UNIFORM PARTICLE SIZES OF TWO OR MORE SIZES.
    ANGULARITY OF GRAINS
    THE ANGULARITY OR ROUNDNESS OF SOIL GRAINS IS DESIGNATED BY THE TERMS:
    ANGULAR, SUBANGULAR, SUBROUNDED, OR ROUNDED.
    MINERALOGICAL COMPOSITION
    MINERAL NAMES SUCH AS QUARTZ, FELDSPAR, MICA, TALC, KAOLIN, ETC.
    ARE USED IN DESCRIPTIONS WHEN THEY ARE CONSIDERED OF SIGNIFICANCE.
    COMPRESSIBILITY
    SLIGHTLY COMPRESSIBLE
    MODERATELY COMPRESSIBLE
    HIGHLY COMPRESSIBLE
    LL < 31
    LL = 31 - 50
    LL > 50
    PERCENTAGE OF MATERIAL
    ORGANIC MATERIAL
    TRACE OF ORGANIC MATTER
    LITTLE ORGANIC MATTER
    MODERATELY ORGANIC
    HIGHLY ORGANIC
    GRANULAR
    SOILS
    2 - 3%
    3 - 5%
    5 - 10%
    > 10%
    SILT - CLAY
    SOILS
    3 - 5%
    5 - 12%
    12 - 20%
    > 20%
    OTHER MATERIAL
    TRACE
    1 - 10%
    LITTLE
    10 - 20%
    SOME
    20 - 35%
    HIGHLY
    35% AND ABOVE
    GROUND WATER
    WATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING
    STATIC WATER LEVEL AFTER24 HOURS
    PW
    PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA
    SPRING OR SEEP
    MISCELLANEOUS SYMBOLS
    L
    25/025
    ROADWAY EMBANKMENT (RE)
    DIP & DIP DIRECTION
    L
    WITH SOIL DESCRIPTION
    L
    OF ROCK STRUCTURES
    SPT
    SOIL SYMBOL
    DPT DMT
    VST PMT
    TEST BORING
    ARTIFICIAL FILL (AF) OTHER
    THAN ROADWAY EMBANKMENT
    AUGER BORING
    SLOPE INDICATOR
    INSTALLATION
    CONE PENETROMETER
    TEST
    INFERRED SOIL BOUNDARY
    MW
    INFERRED ROCK LINE
    ALLUVIAL SOIL BOUNDARY
    CORE BORING
    MONITORING WELL
    PIEZOMETER
    INSTALLATION
    SOUNDING ROD
    TEST BORING
    WITH CORE
    SPT N-VALUE
    RECOMMENDATION SYMBOLS
    UNDERCUT
    SHALLOW
    UNDERCUT
    UNCLASSIFIED EXCAVATION -
    UNSUITABLE WASTE
    UNCLASSIFIED EXCAVATION -
    ACCEPTABLE DEGRADABLE ROCK
    UNCLASSIFIED EXCAVATION -
    ACCEPTABLE, BUT NOT TO BE
    USED IN THE TOP 3 FEET OF
    EMBANKMENT OR BACKFILL
    ABBREVIATIONS
    AR - AUGER REFUSAL
    BT - BORING TERMINATED
    CL. - CLAY
    CPT - CONE PENETRATION TEST
    CSE. - COARSE
    DMT - DILATOMETER TEST
    DPT - DYNAMIC PENETRATION TEST
    e - VOID RATIO
    F - FINE
    FOSS. - FOSSILIFEROUS
    FRAC. - FRACTURED, FRACTURES
    FRAGS. - FRAGMENTS
    HI. - HIGHLY
    MED. - MEDIUM
    MICA. - MICACEOUS
    MOD. - MODERATELY
    NP - NON PLASTIC
    ORG. - ORGANIC
    PMT - PRESSUREMETER TEST
    SAP. - SAPROLITIC
    SD. - SAND, SANDY
    SL. - SILT, SILTY
    SLI. - SLIGHTLY
    TCR - TRICONE REFUSAL
    w- MOISTURE CONTENT
    V - VERY
    VST - VANE SHEAR TEST
    WEA. - WEATHERED
    - UNIT WEIGHT
    - DRY UNIT WEIGHT
    d
    SAMPLE ABBREVIATIONS
    S - BULK
    SS - SPLIT SPOON
    ST - SHELBY TUBE
    RS - ROCK
    RT - RECOMPACTED TRIAXIAL
    CBR - CALIFORNIA BEARING
    RATIO
    EQUIPMENT USED ON SUBJECT PROJECT
    DRILL UNITS:
    ADVANCING TOOLS:
    HAMMER TYPE:
    CME-45C
    CLAY BITS
    X AUTOMATIC
    MANUAL
    CME-55
    CME-550
    VANE SHEAR TEST
    PORTABLE HOIST
    CME-550
    X (HPC2473)
    6" CONTINUOUS FLIGHT AUGER
    8" HOLLOW AUGERS
    HARD FACED FINGER BITS
    TUNG.-CARBIDE INSERTS
    CASING
    X TRICONE
    TRICONE
    W/ ADVANCER
    2•
    " STEEL TEETH
    " TUNG.-CARB.
    CORE BIT
    X HOLLOW STEM AUGERS
    CORE SIZE:
    -B
    -H
    -N
    HAND TOOLS:
    POST HOLE DIGGER
    HAND AUGER
    SOUNDING ROD
    VANE SHEAR TEST
    Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
    PROJECT REFERENCE NO.
    SF-430187
    SHEET NO.
    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
    HARD ROCK IS NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT REFUSAL IF TESTED. AN INFERRED
    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
    BLOWS IN NON-COASTAL PLAIN MATERIAL, THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN
    REPRESENTED BY A ZONE OF WEATHERED ROCK.
    ROCK MATERIALS ARE TYPICALLY DIVIDED AS FOLLOWS:
    WEATHERED
    ROCK (WR)
    CRYSTALLINE
    ROCK (CR)
    NON-CRYSTALLINE
    ROCK (NCR)
    COASTAL PLAIN
    SEDIMENTARY ROCK
    (CP)
    NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT N VALUES >
    100 BLOWS PER FOOT IF TESTED.
    FINE TO COARSE GRAIN IGNEOUS AND METAMORPHIC ROCK THAT
    WOULD YIELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES GRANITE,
    GNEISS, GABBRO, SCHIST, ETC.
    FINE TO COARSE GRAIN METAMORPHIC AND NON-COASTAL PLAIN
    SEDIMENTARY ROCK THAT WOULD YEILD SPT REFUSAL IF TESTED.
    ROCK TYPE INCLUDES PHYLLITE, SLATE, SANDSTONE, ETC.
    COASTAL PLAIN SEDIMENTS CEMENTED INTO ROCK, BUT MAY NOT YIELD
    SPT REFUSAL. ROCK TYPE INCLUDES LIMESTONE, SANDSTONE, CEMENTED
    SHELL BEDS, ETC.
    WEATHERING
    FRESH
    ROCK FRESH, CRYSTALS BRIGHT, FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK RINGS UNDER
    HAMMER IF CRYSTALLINE.
    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
    OF A CRYSTALLINE NATURE.
    SLIGHT
    (SLI.)
    ROCK GENERALLY FRESH, JOINTS STAINED AND DISCOLORATION EXTENDS INTO ROCK UP TO
    1 INCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS SOME OCCASIONAL FELDSPAR
    CRYSTALS ARE DULL AND DISCOLORED. CRYSTALLINE ROCKS RING UNDER HAMMER BLOWS.
    MODERATE
    (MOD.)
    SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND WEATHERING EFFECTS. IN
    GRANITOID ROCKS, MOST FELDSPARS ARE DULL AND DISCOLORED, SOME SHOW CLAY. ROCK HAS
    DULL SOUND UNDER HAMMER BLOWS AND SHOWS SIGNIFICANT LOSS OF STRENGTH AS COMPARED
    WITH FRESH ROCK.
    MODERATELY
    SEVERE
    (MOD. SEV.)
    ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS, ALL FELDSPARS DULL
    AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK SHOWS SEVERE LOSS OF STRENGTH
    AND CAN BE EXCAVATED WITH A GEOLOGIST'S PICK. ROCK GIVES "CLUNK" SOUND WHEN STRUCK.
    IF TESTED, WOULD YIELD SPT REFUSAL
    SEVERE
    (SEV.)
    ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND EVIDENT BUT
    REDUCED IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL FELDSPARS ARE KAOLINIZED
    TO SOME EXTENT. SOME FRAGMENTS OF STRONG ROCK USUALLY REMAIN.
    IF TESTED, WOULD YIELD SPT N VALUES > 100 BPF
    VERY
    SEVERE
    (V SEV.)
    ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC ELEMENTS ARE DISCERNIBLE
    BUT MASS IS EFFECTIVELY REDUCED TO SOIL STATUS, WITH ONLY FRAGMENTS OF STRONG ROCK
    REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHERED TO A DEGREE THAT ONLY MINOR
    VESTIGES OF ORIGINAL ROCK FABRIC REMAIN. IF TESTED, WOULD YIELD SPT N VALUES < 100 BPF
    COMPLETE
    ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE, OR DISCERNIBLE ONLY IN SMALL AND
    SCATTERED CONCENTRATIONS. QUARTZ MAY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS
    ALSO AN EXAMPLE.
    ROCK HARDNESS
    VERY HARD
    HARD
    CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND SPECIMENS REQUIRES
    SEVERAL HARD BLOWS OF THE GEOLOGIST'S PICK.
    CAN BE SCRATCHED BY KNIFE OR PICK ONLY WITH DIFFICULTY. HARD HAMMER BLOWS REQUIRED
    TO DETACH HAND SPECIMEN.
    MODERATELY
    HARD
    CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES DEEP CAN BE
    EXCAVATED BY HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIMENS CAN BE DETACHED
    BY MODERATE BLOWS.
    MEDIUM
    HARD
    CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR PICK POINT.
    CAN BE EXCAVATED IN SMALL CHIPS TO PEICES 1 INCH MAXIMUM SIZE BY HARD BLOWS OF THE
    POINT OF A GEOLOGIST'S PICK.
    SOFT
    VERY
    SOFT
    CAN BE GROVED OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN FRAGMENTS
    FROM CHIPS TO SEVERAL INCHES IN SIZE BY MODERATE BLOWS OF A PICK POINT. SMALL, THIN
    PIECES CAN BE BROKEN BY FINGER PRESSURE.
    CAN BE CARVED WITH KNIFE. CAN BE EXCAVATED READILY WITH POINT OF PICK. PIECES 1 INCH
    OR MORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE. CAN BE SCRATCHED READILY BY
    FINGERNAIL.
    FRACTURE SPACING
    BEDDING
    TERM
    VERY WIDE
    WIDE
    MODERATELY CLOSE
    CLOSE
    VERY CLOSE
    SPACING
    MORE THAN 10 FEET
    3 TO 10 FEET
    1 TO 3 FEET
    0.16 TO 1 FOOT
    LESS THAN 0.16 FEET
    TERM
    VERY THICKLY BEDDED
    THICKLY BEDDED
    THINLY BEDDED
    VERY THINLY BEDDED
    THICKLY LAMINATED
    THINLY LAMINATED
    THICKNESS
    4 FEET
    1.5 - 4 FEET
    0.16 - 1.5 FEET
    0.03 - 0.16 FEET
    0.008 - 0.03 FEET
    < 0.008 FEET
    INDURATION
    FOR SEDIMENTARY ROCKS, INDURATION IS THE HARDENING OF MATERIAL BY CEMENTING, HEAT, PRESSURE, ETC.
    FRIABLE
    RUBBING WITH FINGER FREES NUMEROUS GRAINS;
    GENTLE BLOW BY HAMMER DISINTEGRATES SAMPLE.
    TERMS AND DEFINITIONS
    ALLUVIUM (ALLUV.) - SOILS THAT HAVE BEEN TRANSPORTED BY WATER.
    AQUIFER - A WATER BEARING FORMATION OR STRATA.
    ARENACEOUS - APPLIED TO ROCKS THAT HAVE BEEN DERIVED FROM SAND OR THAT CONTAIN SAND.
    ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COMPOSED OF CLAY MINERALS, OR HAVING
    A NOTABLE PROPORTION OF CLAY IN THEIR COMPOSITION, SUCH AS SHALE, SLATE, ETC.
    ARTESIAN - GROUND WATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL AT
    WHICH IT IS ENCOUNTERED, BUT WHICH DOES NOT NECESSARILY RISE TO OR ABOVE THE GROUND
    SURFACE.
    CALCAREOUS (CALC.) - SOILS THAT CONTAIN APPRECIABLE AMOUNTS OF CALCIUM CARBONATE.
    COLLUVIUM - ROCK FRAGMENTS MIXED WITH SOIL DEPOSITED BY GRAVITY ON SLOPE OR AT BOTTOM
    OF SLOPE.
    CORE RECOVERY (REC.) - TOTAL LENGTH OF ALL MATERIAL RECOVERED IN THE CORE BARREL DIVIDED
    BY TOTAL LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE.
    DIKE - A TABULAR BODY OF IGNEOUS ROCK THAT CUTS ACROSS THE STRUCTURE OF ADJACENT
    ROCKS OR CUTS MASSIVE ROCK.
    DIP - THE ANGLE AT WHICH A STRATUM OR ANY PLANAR FEATURE IS INCLINED FROM THE
    HORIZONTAL.
    DIP DIRECTION (DIP AZIMUTH) - THE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF THE
    LINE OF DIP, MEASURED CLOCKWISE FROM NORTH.
    FAULT - A FRACTURE OR FRACTURE ZONE ALONG WHICH THERE HAS BEEN DISPLACEMENT OF THE
    SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE.
    FISSILE - A PROPERTY OF SPLITTING ALONG CLOSELY SPACED PARALLEL PLANES.
    FLOAT - ROCK FRAGMENTS ON SURFACE NEAR THEIR ORIGiNAL POSITION AND DISLODGED FROM
    PARENT MATERIAL.
    FLOOD PLAIN (FP) - LAND BORDERING A STREAM, BUILT OF SEDIMENTS DEPOSITED BY THE STREAM.
    FORMATION (FM.) - A MAPPABLE GEOLOGIC UNIT THAT CAN BE RECOGNIZED AND TRACED IN THE
    FIELD.
    JOINT - FRACTURE IN ROCK ALONG WHICH NO APPRECIABLE MOVEMENT HAS OCCURRED.
    LEDGE - A SHELF-LIKE RIDGE OR PROJECTION OF ROCK WHOSE THICKNESS IS SMALL COMPARED TO
    ITS LATERAL EXTENT.
    LENS - A BODY OF SOIL OR ROCK THAT THINS OUT IN ONE OR MORE DIRECTIONS.
    MOTTLED (MOT.) - IRREGULARLY MARKED WITH SPOTS OF DIFFERENT COLORS. MOTTLING IN SOILS
    USUALLY INDICATES POOR AERATION AND LACK OF GOOD DRAINAGE.
    PERCHED WATER - WATER MAINTAINED ABOVE THE NORMAL GROUND WATER LEVEL BY THE PRESENCE
    OF AN INTERVENING IMPERVIOUS STRATUM.
    RESIDUAL (RES.) SOIL - SOIL FORMED IN PLACE BY THE WEATHERING OF ROCK.
    ROCK QUALITY DESIGNATION (RQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF
    ROCK SEGMENTS EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE
    RUN AND EXPRESSED AS A PERCENTAGE.
    SAPROLITE (SAP.) - RESIDUAL SOIL THAT RETAINS THE RELIC STRUCTURE OR FABRIC OF THE PARENT
    ROCK.
    SILL - AN INTRUSIVE BODY OF IGNEOUS ROCK OF APPROXIMATELY UNIFORM THICKNESS AND
    RELATIVELY THIN COMPARED WITH ITS LATERAL EXTENT, THAT HAS BEEN EMPLACED PARALLEL TO
    THE BEDDING OR SCHISTOSITY OF THE INTRUDED ROCKS.
    SLICKENSIDE - POLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT
    OR SLIP PLANE.
    STANDARD PENETRATION TEST (PENETRATION RESISTANCE) (SPT) - NUMBER OF BLOWS (N OR BPF) OF
    A 140 LB. HAMMER FALLING 30 INCHES REQUIRED TO PRODUCE A PENETRATION OF 1 FOOT INTO SOIL
    WITH A 2 INCH OUTSIDE DIAMETER SPLIT SPOON SAMPLER. SPT REFUSAL IS PENETRATION EQUAL
    TO OR LESS THAN 0.1 FOOT PER 60 BLOWS.
    STRATA CORE RECOVERY (SREC.) - TOTAL LENGTH OF STRATA MATERIAL RECOVERED DIVIDED BY
    TOTAL LENGTH OF STRATUM AND EXPRESSED AS A PERCENTAGE.
    STRATA ROCK QUALITY DESIGNATION (SRQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL
    LENGTH OF ROCK SEGMENTS WITHIN A STRATUM EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY
    THE TOTAL LENGTH OF STRATA AND EXPRESSED AS A PERCENTAGE.
    TOPSOIL (TS.) - SURFACE SOILS USUALLY CONTAINING ORGANIC MATTER.
    BENCH MARK: EXISTING GROUND AND TOP OF BORING ELEVATIONS
    ESTIMATED USING PROVIDED DTM FILE CONVERTED TO TIN FILE:
    430187_ls_tin.tin, DATED: 1 1/08/23
    ELEVATION: N/A
    FEET
    NOTES:
    FIAD - FILLED IMMEDIATELY AFTER DRILLING
    MODERATELY INDURATED
    INDURATED
    GRAINS CAN BE SEPARATED FROM SAMPLE WITH STEEL PROBE;
    BREAKS EASILY WHEN HIT WITH HAMMER.
    GRAINS ARE DIFFICULT TO SEPARATE WITH STEEL PROBE;
    DIFFICULT TO BREAK WITH HAMMER.
    EXTREMELY INDURATED
    SHARP HAMMER BLOWS REQUIRED TO BREAK SAMPLE;
    SAMPLE BREAKS ACROSS GRAINS.
    Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
    GPS-1 01
    MEM DF AO RR I EDLD ..RR UU SS SS EE LL LL
    KEERTNUER SA THDB..RBUUSCSHEALNLAN
    PROJECT REFERENCE NO. SHEET NO.
    SF-430187
    3
    SITE PLAN
    0
    40
    80
    FEET
    S
    B
    S
    S
    S
    MARTINS CREEK
    SR 1 341(MARTI NS CREEK RD. )
    GR
    S
    6
    MAI NTAI NED R/W
    RANDY A. DEESE
    VANESSA S. DEESE
    DOG
    KENNEL
    AT&TNOC #ORP.
    EB2-A
    12+82 -L1B87-
    7' LT
    TL-2
    EB1-A
    12+42 -L187-
    MT4L8G"REU
    10' LT
    S
    D
    W
    D
    W
    S
    -L187-
    TL-2
    GREU
    EB2-B
    12+98 -L187-
    6' RT
    MARTINS CREEE KI P
    GREU TL-2
    TL-2
    GREU
    S
    AT&TNOC #ORP.
    EB1-B
    12+60 -L187-
    7' RT
    S
    S
    GR
    S
    GR
    MAINTAINED
    R/W
    MAINTAINED
    R/W
    BILL
    SR
    LOWE1342
    RD.
    JOHNNY O. LOWE
    BOBBY M. LOWE
    1S F D
    Docusign Envelope ID: 829F7206-2D5B-428A-B176-CAE05BD09135
    NOTE: INFERRED STRATIGRAPHY IS DRAWN THROUGH
    THE BORINGS WITH BOTH PROJECTED ON TO THE
    0
    EXISTING GROUND PROFILE ALONG THE CENTERLINE
    OF -CULV- TAKEN FROM THE PROVIDED PROJECT
    TIN FILE (430187_ls_tin.tin) DATED 11/08/2023.
    2420
    2415
    HORIZONTAL
    10
    FEET
    20
    0
    VE = 1
    CL
    VERTICAL
    10
    FEET
    PROJECT REFERENCE NO. SHEET NO.
    20
    SF-430187
    4
    CENTERLINE PROFILE ALONG
    CULVERT AT STA. 12+71.14 -L187-
    2@9'X5' RCBC
    G. P. ELEV. = 2,397.0'
    SKEW ANGLE = 45°
    2415
    EB1-B
    10+39 -CULV-
    2410
    2410
    13' RT
    EB2-B
    EB1-A
    2405
    10+15 -CULV-
    11' RT
    CL INVERT
    2400
    ROADWAY
    ELEV. 2388.7'
    EB2-A
    10+65 -CULV-
    10+44 -CULV-
    14' LT
    2405
    13' LT ROADWAY EMBANKMENT, MEDIUM DENSE TO DENSE,
    GRAY, TAN, BROWN, SILTY SAND, SOME SILT,
    TRACE GRAVEL/COBBLES, DRY TO WET (A-2)
    2400
    EMBANKMENT,
    MEDIUM DENSE, TAN
    2395
    SAND, SOME
    SILT, DRY (A-4)
    10
    PAVEMENT
    (ASPHALT, GRAVEL)
    21
    14
    15
    NWS ELEV. 2390.6'
    2395
    08/08/2016
    2390
    18
    10
    32
    12
    2390
    A 20
    2385
    21
    RESIDUAL, MEDIUM DENSE
    2380 DENSE, BROWN, WHITE, 53
    08/16
    RESIDUAL, 37
    100/1.0
    TO VERY
    GRAY,
    08/16
    B
    100/0.5
    SILT,
    23 STIFF TO36
    08/16 HARD, WHITE, TAN,
    23
    50
    2385
    BROWN, BLACK, SANDY
    SILT, MICACEOUS, TRACE
    36
    48
    2380
    QUARTZ FRAGMENTS,
    WET TO MOIST (A-4)
    BLACK, SILTY SAND, MOIST
    (A-2)
    2375
    16
    12
    36
    100/1.0
    2375
    WEATHERED
    ROCK, (BROWN, WHITE BIOTITE
    60/0.0
    60/0.1
    100/0.3
    100/0.3
    GRANITIC GNEISS)
    2370
    2370
    AR
    AR
    BT
    BT
    CRYSTALLINE
    ROCK (BIOTITE GRANITIC
    GNEISS)
    FIAD
    FIAD FIAD
    FIAD
    2365
    08/16
    08/16 08/16
    08/16
    2365
    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
    2360
    Commodity Codes
    • NAICS 237310Highway, Street, and Bridge Construction
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