Granville Bridge No. 199 over Ford Creek

Location:	North Carolina
Posted:	Nov 25, 2025
Due:	Dec 10, 2025
Agency:	Division of Highways
Type of Government:	State & Local
Category:	Y - Construction of Structures and Facilities
Publication URL:	To access bid details, please log in.

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CONTENTS

SHEET NO.

6-9

DESCRIPTION

TITLE SHEET

LEGEND (SOIL & ROCK)

SUPPLEMENTAL LEGEND (GSI)

SITE PLAN

CROSS SECTION(S)

BORE LOG(S) & CORE REPORT(S)

SOIL TEST RESULTS

CORE PHOTOGRAPH(S)

SITE PHOTOGRAPH(S)

STATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

GEOTECHNICAL ENGINEERING UNIT

STRUCTURE

SUBSURFACE INVESTIGATION

COUNTY GRANVILLE

PROJECT DESCRIPTION BRIDGE NO. 199 ON -L-

(SR 1629, FLAT ROCK RD.) OVER FORD CREEK

AT STA. 18+36

STATE

N.C.

STATE PROJECT REFERENCE NO.

HB-0072

SHEET

NO.

TOTAL

SHEETS

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:

THE INFORMATION CONTAINED HEREIN IS NOT IMPLIED OR GUARANTEED BY THE N. C. DEPARTMENT

OF TRANSPORTATION AS ACCURATE NOR IS IT CONSIDERED PART OF THE PLANS, SPECIFICATIONS

OR CONTRACT FOR THE PROJECT.

2. BY HAVING REQUESTED THIS INFORMATION, THE CONTRACTOR SPECIFICALLY WAIVES ANY CLAIMS

FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BETWEEN THE

CONDITIONS INDICATED HEREIN AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.

PERSONNEL

N. O. MOORE

C. M. WALKER

J. E. EDMUNDSON

J. L. LOVE

INVESTIGATED BY

J. L. LOVE

DRAWN BY

N. T. ROBERSON

CHECKED BY

N. T. ROBERSON

SUBMITTED BY

JULY 2025

DATE

ORTLHICCENASREODLIN

SEAL

2157

AIMEE O LL O. G ILSOV

07/02/2025

SIGNATURE

DATE

DOCUMENT NOT CONSIDERED FINAL

UNLESS ALL SIGNATURES COMPLETED

NORTH CAROLINA DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

GEOTECHNICAL ENGINEERING UNIT

SUBSURFACE INVESTIGATION

SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS

PROJECT REFERENCE NO.

HB-0072

SHEET NO.

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

SOIL LEGEND AND AASHTO CLASSIFICATION

GENERAL

CLASS.

GRANULAR MATERIALS

( 35% PASSING #200)

SILT-CLAY MATERIALS

( 35% PASSING #200)

ORGANIC MATERIALS

GROUP

CLASS.

A-1

A-3

A-2

A-4

A-1-a A-1-b

A-2-4 A-2-5 A-2-6 A-2-7

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

6 MX

40 MX 41 MN 40 MX 41 MN 40 MX 41 MN 40 MX 41 MN

10 MX 10 MX 11 MN 11 MN 10 MX 10 MX 11 MN 11 MN

GROUP INDEX

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

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

(TONS/FT )

GENERALLY

GRANULAR

MATERIAL

(NON-COHESIVE)

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

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 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

U.S. STD. SIEVE SIZE

OPENING (MM)

BOULDER

(BLDR.)

COBBLE

(COB.)

GRAIN

305

SIZE

IN.

4.76

2.00

0.42

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

PLASTIC

RANGE

(PI)

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

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

LITTLE

SOME

HIGHLY

1 - 10%

10 - 20%

20 - 35%

35% AND ABOVE

GROUND WATER

WATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING

STATIC WATER LEVEL AFTER24 HOURS

PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA

SPRING OR SEEP

MISCELLANEOUS SYMBOLS

25/025

ROADWAY EMBANKMENT (RE)

DIP & DIP DIRECTION

WITH SOIL DESCRIPTION

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

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

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:

X CME-45C

CLAY BITS

X AUTOMATIC

MANUAL

CME-55

CME-550

VANE SHEAR TEST

PORTABLE HOIST

6" CONTINUOUS FLIGHT AUGER

X 8" HOLLOW AUGERS

HARD FACED FINGER BITS

TUNG.-CARBIDE INSERTS

X CASING

W/ ADVANCER

TRICONE

" STEEL TEETH

TRICONE

" TUNG.-CARB.

X CORE BIT

CORE SIZE:

-B

-H

X -N Q2

HAND TOOLS:

POST HOLE DIGGER

HAND AUGER

SOUNDING ROD

VANE SHEAR TEST

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

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.

VERY

SOFT

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

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: BL-5A, -L- STA. 18+65, OFFSET - 15' LT

ELEVATION: 294.72 FEET

NOTES:

TOP OF RAIL @ EB1 STA. 18+08, OFFSET-11'RT

ELEV.=297.8'

TOP OF RAIL @ EB2 STA. 18+57, OFFSET-11'RT

ELEV.=297.8'

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.

DATE: 8-15-14

NORTH CAROLINA DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

GEOTECHNICAL ENGINEERING UNIT

PROJECT REFERENCE NO.

HB-0072

SHEET NO.

SUBSURFACE INVESTIGATION

SUPPLEMENTAL LEGEND, GEOLOGICAL STRENGTH INDEX (GSI) TABLES

FROM AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS

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)

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

DECREASING SURFACE QUALITY

AASHTO LRFD Figure 10.4.6.4-2 Determination of GSI for Tectonically Deformed Heterogeneous Rock Masses (Marinos and Hoek, 2000)

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

INTACT OR MASSIVE - intact

rock specimens or massive in

situ rock with few widely spaced

discontinuities

BLOCKY - well interlocked un-

disturbed rock mass consisting

of cubical blocks formed by three

intersecting discontinuity sets

VERY BLOCKY - interlocked,

partially disturbed mass with

multi-faceted angular blocks

formed by 4 or more joint sets

BLOCKY/DISTURBED/SEAMY -

folded with angular blocks

formed by many intersecting

discontinuity sets. Persistence

of bedding planes or schistosity

DISINTEGRATED - poorly inter-

locked, heavily broken rock mass

with mixture of angular and

rounded rock pieces

LAMINATED/SHEARED - Lack of

blockiness due to close spacing

of weak schistosity or shear planes

N/A

AT. hick 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.

BS. and-

stone with

thin inter-

layers of

siltstone

C.Sand-

stone and

siltstone

in similar

amounts

C, D,aEn, d -G may be more or

less folded than illustrated but

this does not change the strength.

Tectonic deformation, faulting and

loss of continuity moves these

categories toF andH .

D.Siltstone

or silty shale

with sand-

stone layers

EW . eak

siltstone

or clayey

shale with

sandstone

layers

F.Tectonically deformed,

intensively folded/faulted,

sheared clayey shale or siltstone

with broken and deformed

sandstone layers forming an

almost chaotic structure

G.Undisturbed silty

or clayey shale with

or without a few very

thin sandstone layers

HT. ectonically deformed silty

or clayey shale forming a

chaotic structure with pockets

of clay. Thin layers of

sandstone are transformed

into small rock pieces.

Means deformation after tectonic disturbance

DATE: 8-19-16

HB-0072

GEO 004

NORTH CAROLINA

DEPARTMENT

OF TRANSPORTATION

Prepared For:

3801 99-2

TBM #1

N - 871 906

E - 21 34749

ELEV 348.70'

2 TO 70002

S60 1 9d °34 N' A 2I 0 L.3I N "E1 6"5 P9I N .8 E8'

WOODS

-LREV-POB13+00. 00

BEGI N BRI DGE

-LREV-STA.17+92. 20

BEGI N APPROACH SLAB

-LREV-STA.17+81. 50

-LREV-PT17+55. 65

RI P RAP Frontier Communications of

America Inc., Unk. S/T

-LREV-

N36°17' 00. 5"E

-LREV-PC16+01. 53

RI PRAP

SR 1 629 (FLAT ROCK ROAD) 20'BST

RI PRAP

4'WOOD RAI L

BEGI N CONSTRUCTI ON HB-0072

-LREV-STA.15+90. 00

BEGI N PROJECT HB-0072

-LREV-STA.16+00. 00

WOODS

EB WC O1 OD - S A

GREU TL-3 TYPEI B I I OLLARDS

SEAT=293.51 '

SEAT=293.44'

F GREU TL-3BOLLARDS F

TYPE FI I I

36" RCP

EB1-B

EB2-ABL-5

WOODS

SEAT=293.44' TYPEI I I GREU TL-3

F GREU TL-3

AATUR

S SEAT=293.42'

-LREV-

N37°09' 59. 5"E

TYPE I I I

GREU TL-3

F EB2 F-B

WOODS

END APPROACH SLAB

-LREV-STA.18+90. 50

END BRI DGE

-LREV-STA.18+79. 80

-LREV-PC22+49. 98

F F

15'SOIL

PATH

1 5" RCP

WOODS

TBM #2

N - 8731 41

E - 21 35531

BL60 Sd TAN E .A L 1 9 I E L +V2I 5 N2 .7 91 3 8 3" .0P7 4 O' 7 P' LL AE RFT

END CONSTRUCTI ON HB-0072

-LREV-STA.22+75. 00

END PROJECT HB-0072

-LREV-STA.22+65. 00

GEOTECHNICAL

UNIT

PREPARED BY

HORIZ. SCALE 0

(FEET)

VE = 1:1

CROSS SECTION THROUGH EB1

HORIZ. SCALE 0

(FEET)

VE = 1:1

HB-0072

PROJECT REFERENCE NO. SHEET NO.

CROSS SECTION THROUGH EB2

This is the opportunity summary page. It provides an overview of this opportunity and a preview of the attached documentation.

Granville Bridge No. 199 over Ford Creek

Attachment Preview

See also