January 30, 2020 Mr. Travis Smith, P.E. Tennessee Department of Transportation Geotechnical Engineering Section 6601 Centennial Boulevard Nashville, Tennessee 37243-0360 Re: Boring Summary

I-65 at U.S. Highway 412/State Route 99 Interchange (Culvert) Maury County, Tennessee State Project No. 60001-1151-44 PIN: 115786.00 GES File No. 6008019 TTL Project No. 000190803149.00

Dear Mr. Smith: TTL has completed the geotechnical exploration for the culvert replacement at Station 143+32.50

on U.S. Highway 412/State Route 99/Bear Creek Pike in Columbia, Maury County, Tennessee.

This letter presents a summary of the two borings performed for the proposed culvert

replacement, an approximate Boring Location Plan and the boring logs.

Review of the USGS Carters Creek, Tennessee, Topographic Quadrangle (1965, 1982 and 2019)

did not indicate the presence of mapped depressions in the general vicinity of the project, though

the scale of the map often precludes the mapping of smaller features.

The Geologic Map of the Carters Creek Quadrangle, Tennessee (Tennessee Division of Geology,

1963) shows the planned alignment is underlain primarily by the Ordovician Lebanon Limestone

formation. The Lebanon Limestone formation is typically a hard, medium-gray to medium dark-

gray and brownish-gray to yellowish-brown, cryptocrystalline to very fine-grained with some beds

ranging up to coarse-grained, thin-bedded with thin shale partings, fossiliferous, dolomitic fucoids

common. This geologic formation is not associated with containing significant pyritic or other

potential acid producing minerals.

A geotechnical professional from TTL monitored field operations and adjusted the boring program

as warranted by site and subsurface conditions. TTL executed the drilling and sampling program

in January 2020. Individual boring logs are attached.

The subsurface conditions for the culvert were investigated with two borings drilled on opposite

sides of the existing roadway and adjacent to the existing culvert. The boring locations were

located in the field by pacing distances from marked landmarks; boring locations and elevations

should be considered approximate. See attached Boring Location Plan and Boring Logs for boring

locations. Surveying borings for horizontal or vertical control was beyond our scope of services.

TDOT – I-65 at US 412/SR 99 Interchange (Culvert) – Columbia, TN January 30, 2020 TTL Project No. 000190803149.00 Page 1

© 2020, TTL, Inc. Purpose | Passion | Principles

The borings were drilled using conventional hollow-stem auger drilling methods by an all-terrain-

vehicle drill rig. Soil samples were obtained at selected depths in general accordance with the

Standard Penetration Test (SPT) described in ASTM D 1586. For this test, a split-barrel sampler

is driven into the soil through three increments of 6 inches with blows from a 140-pound hammer

falling 30 inches. The number of hammer blows required to advance the split barrel sampler

through each increment is recorded, and the sum of the final two blow counts is called the "N-

value,” with units of blows per foot (bpf). Where it was not possible to advance the sampler through

a full 6-inch increment with 50 hammer blows, driving the sampler was terminated and the sampler

penetration was measured. N-values for this condition are reported as “50/x,” where x is the

sampler penetration in inches. The N values recorded during the sampling process provide an

index to the strength and compressibility of the soil. The borings were extended below auger

refusal depths by NQ-wireline rock coring methods in general accordance with ASTM D 2113.

The rock coring was typically performed in discrete advances, called “runs,” of 5 feet or less. The

rock core samples recovered from each run were placed in prepared rock core boxes that are

designed to store and display up to 10 feet of recovered core. Each core was placed in the box

from top to bottom, and the beginning and ending depths of each run were identified within the

box.

Since rock coring was performed, the boreholes were checked for the presence of groundwater

through the hollow-stem auger after reaching auger refusal, but before the start of rock coring.

The boreholes were again checked for the depth to water after removal of rock coring tools and

casing.

A member of our professional staff visually classified the soil samples using the Unified Soil

Classification System as a guide. Sample descriptions along with standard penetration test results

(‘N’-values) are shown on the attached individual boring logs.

Subsurface Conditions: The borings initially encountered a surficial interval of topsoil ranging

between about 2 to 4 inches in thickness. Below the topsoil, the borings encountered fill consisting

of high plasticity clays (USCS CH, AASHTO A-7-6). Auger refusal depths ranged from about 4½

to 5½ feet. Exploration of refusal materials extended 10 feet. Boring B-05 encountered 4½ feet of

Limestone Shot Rock above the bedrock. Both borings encountered Limestone bedrock to the

termination depths of 14.4 to 15.4 feet. The standard penetration test results (‘N’ values) show

that the fine-grained fill soils were typically varied considerably in consistency with occasional

limestone or chert fragments.

Refusal/Termination: Both of the borings were terminated after coring 10 feet below the auger

refusal depth. Both of the other borings encountered shallow refusal prior to this depth.

Groundwater Conditions: Groundwater was not encountered in either boring during drilling.

Further groundwater readings were precluded due to the water introduced into the borehole from

TDOT – I-65 at US 412/SR 99 Interchange (Culvert) – Columbia, TN January 30, 2020 TTL Project No. 000190803149.00 Page 2

© 2020, TTL, Inc. Purpose | Passion | Principles

the rock coring operations. Groundwater levels may fluctuate due to recent rainfall conditions,

seasonal conditions, construction activity, or other site-specific factors.

As always, we enjoy working with your staff and appreciate the opportunity to support your design

process. If we can be of further assistance, please contact our office.

Sincerely,

TTL, Inc.

David Dillard, E.I. Anthony F. Adamo, P.E. Staff Professional Principal Engineer cc: Mr. Besmir Zenelaku, E.I.; TDOT; besmir.zenelaku@tn.gov; (1) Electronic Attachments

Boring Location Plan Boring Logs B-05 & B-06 Soil Legend Rock Legend

TOPSOIL (2 inches)FILL: FAT CLAY, reddish-yellow, and

brown and gray, with some weatheredlimestone, moist (CH)

N-value amplified due to refusal materials

FILL: LIMESTONE SHOT ROCK

LIMESTONE, very hard, light gray to gray,massive to thick-bedded, slightlyfractured, moderately weathered tofresh

Boring terminated at 14.4 feet.

6 - 8 - 6N = 14

5 - 50/4N = 50/4'' 50/4''

CH

Auger refusal at 4.5 feet.Begin NQ coring.

RQD=0REC=24

RQD=59REC=94

4020

TY

PE

MO

IST

UR

E(%

) PPV(tsf)

GRAPHICAL REPRESENTATION OFSTANDARD PENETRATION DATA

(blows per foot)

SPT/CORE DATA

RQD

1st 6

"

N-VALUE

2nd

6"

3rd

6"

% REC50

SAMPLE DATA

GR

AP

HIC

LOG

DE

PT

H (

ft)

3010

ELE

VA

TIO

N(f

t) MATERIALS DESCRIPTION

US

CS

CLA

SS

IFIC

AT

ION

1/16/2020

Not Available

000190803149.00

14.4 feetLogged by:

Driller:

Equipment:

Boring Depth:

Not Encount.

Boring station and offset approximated based onprovided drawings.Elevation information estimated from Google Earth.Backfilled with auger cuttings upon completion.Boring was dry upon completion.

Tri-State Drilling

B. Richardson

CME 550

Drilling Method:

Drilling Co.:

684 feet

D. Dillard

Automatic

Boring Elevation:

Coordinates:

Hollow Stem Auger w/SPT Sampling and Wireline Coring

TTL Project No.: Remarks:

Date Drilled:

Hammer Type:

Log of BoringB-05

STA. 143+28.00 21 FT LT

Columbia, Maury County, Tennessee

Tennessee Department of TransportationI-65/SR99 Interchange

60001-1151-44 (State) - IM/NH-65-2(96) (Federal)

5

10

15

20

Page 1 of 1

This boring log shall not be separated from the corresponding Instrument of Service; no third party may rely upon this boring log or the corresponding Instrument of Service absent a written TTL Secondary Client Agreement.

680

675

670

665

N:\P

RO

JEC

TS

\201

9 P

RO

JEC

TS

\000

1908

031

49.0

0 -

TD

OT

- E

1899

WO

19

I-65

HW

Y 4

12-S

R 9

9\0

0019

080

314

9.00

- L

OG

S A

ND

LA

BS

.GP

J

1/3

0/2

0

Rep

ort:G

EO

TE

CH

LO

G -

ST

AT

ION

ING

(U

SC

S)

TOPSOIL (4 inches)FILL: FAT CLAY, brown, with trace fine

roots, moist (CH)

LIMESTONE, very hard, light gray to gray,massive to thick-bedded, intenselyfractured to moderately fractured, fresh

Boring terminated at 15.4 feet.

2 - 2 - 2N = 4

2 - 3 - 3N = 6

CH

Auger refusal at 5.5 feet.Begin NQ coring.

RQD=48REC=86

RQD=77REC=100

RQD=100REC=100

4020

TY

PE

MO

IST

UR

E(%

) PPV(tsf)

GRAPHICAL REPRESENTATION OFSTANDARD PENETRATION DATA

(blows per foot)

SPT/CORE DATA

RQD

1st 6

"

N-VALUE

2nd

6"

3rd

6"

% REC50

SAMPLE DATA

GR

AP

HIC

LOG

DE

PT

H (

ft)

3010

ELE

VA

TIO

N(f

t) MATERIALS DESCRIPTION

US

CS

CLA

SS

IFIC

AT

ION

1/16/2020

Not Available

000190803149.00

15.4 feetLogged by:

Driller:

Equipment:

Boring Depth:

Not Encount.

Boring station and offset approximated based onprovided drawings.Elevation information estimated from Google Earth.Backfilled with auger cuttings upon completion.Boring was dry upon completion.

Tri-State Drilling

B. Richardson

CME 550

Drilling Method:

Drilling Co.:

682 feet

D. Dillard

Automatic

Boring Elevation:

Coordinates:

Hollow Stem Auger w/SPT Sampling and Wireline Coring

TTL Project No.: Remarks:

Date Drilled:

Hammer Type:

Log of BoringB-06

STA. 143+32.50 22 FT RT

Columbia, Maury County, Tennessee

Tennessee Department of TransportationI-65/SR99 Interchange

60001-1151-44 (State) - IM/NH-65-2(96) (Federal)

5

10

15

20

Page 1 of 1

This boring log shall not be separated from the corresponding Instrument of Service; no third party may rely upon this boring log or the corresponding Instrument of Service absent a written TTL Secondary Client Agreement.

680

675

670

665

N:\P

RO

JEC

TS

\201

9 P

RO

JEC

TS

\000

1908

031

49.0

0 -

TD

OT

- E

1899

WO

19

I-65

HW

Y 4

12-S

R 9

9\0

0019

080

314

9.00

- L

OG

S A

ND

LA

BS

.GP

J

1/3

0/2

0

Rep

ort:G

EO

TE

CH

LO

G -

ST

AT

ION

ING

(U

SC

S)

ROCK CORE PHOTOGRAPHS I-65/SR99 INTERCHANGE

COLUMBIA, MAURY COUNTY, TENNESSEE TTL PROJECT NO. 000190803149.00

© 2020, TTL, Inc. Purpose | Passion | Principles

Boring B-05

4.4 feet to 14.4 feet

Run No. Depth (feet) Recovery (percent) RQD (percent) Rock Quality

4 4.4 to 9.4 24 0 Very Poor

5 9.4 to 14.4 94 59 Fair

Boring B-06

5.4 feet to 15.4 feet

Run No. Depth (feet) Recovery (percent) RQD (percent) Rock Quality

1 5.4 to 9.6 86 48 Poor

2 9.6 to 14.6 100 77 Good

3 14.6 to 15.4 100 100 Excellent

RUN 1 at 4.4 ft.

RUN 2 at 9.4 ft.

RUN 1 at 5.4 ft.

RUN 2 at 9.6 ft.

RUN 3 at 14.6 ft.

0 - 12 - 4 0.25 - 0.55 - 8

9 - 15 1.0 - 2.0Stiff16 - 30 2.0 - 4.0

Hard

Relative Density

Very LooseLoose

Medium DenseDense

Descriptive Terms

RELATIVE PROPORTIONS OF CLAYS AND SILTS

< 55 - 12> 12

SPT N-Value ConsistencyEstimatedQu (TSF)

0 - 0.25Very SoftSoft

0.5 - 1.0Firm

Very Stiff

5 - 1011 - 3031 - 50

SPT N-Value

FINE-GRAINED SOILS(SILTS AND CLAYS)

COARSE-GRAINED SOILS(SANDS AND GRAVELS)

Very Dense

< 15

RELATIVE PROPORTIONS OF SAND AND GRAVELDescriptive Terms

"Trace""With"

Percent of Dry Weight

Modifier > 30

"Trace""With"

Percent of Dry Weight

Modifier

51+4.0+

CRITERIA FOR DESCRIBING MOISTURE CONDITION

Visible free water, usually soil is below water table

Description

Dry

Dynamic Cone Penetrometer

Moist

Criteria

PARTICLE SIZE

>300 mm (>12 in.)

0.075 mm to 0.425 mm(#200 - #40)

Wet

Absence of moisture, dusty, dry to the touchDamp, but no visible water

N-Value

CRITERIA FOR DESCRIBING CEMENTATION

Description

Laminated

Fissured

Will not crumble or break with finger pressure

Criteria

Crumbles or breaks with handling or little finger pressure

Description

WeakModerate

Strong

Criteria

CRITERIA FOR DESCRIBING STRUCTURE

Stratified

Slickensided

SAMPLERS AND DRILLING METHODS

AUGER CUTTINGS

BAG/BULK SAMPLEAlternating layers of varying material or color with layers at least6 mm thick; note the thickness

Fracture planes appear polished or glossy, sometimes striated

Blocky

ABBREVIATIONS AND ACRONYMSWOHWORRef.

SHELBY TUBE SAMPLE

GRAB SAMPLE

DYNAMIC CONE PENETROMETER

CONTINUOUS SAMPLES

STANDARD PENETRATION SPLIT-SPOONSAMPLE

ROCK CORE

PITCHER SAMPLE

WATER LEVEL SYMBOLS

Crumbles or breaks with considerable finger pressure

WATER LEVEL AT TIME OF DRILLINGPERCHED WATER OBSERVED AT DRILLINGDELAYED WATER LEVEL OBSERVATIONCAVE-IN DEPTHOBSERVED SEEPAGE

Alternating layers of varying material or color with the layers lessthan 6 mm thick; note thickness

Breaks along definite planes of fracture with little resistance tofracturing

Lensed

Homogeneous

Cohesive soil that can be broken down into small angular lumpswhich resist further breakdown

Inclusion of small pockets of different soils such as small lenses ofsand scattered through a mass of clay; note thickness

Same color and appearance throughout

Weight of HammerWeight of RodRefusalAt Time of DrillingATD

DCP

Sum of the blows for last two 6-inincrements of SPT

Elev.

NA Not Applicable or Not AvailableOutside DiameterOD

0 - 4

31+

Elevationft.

HSA Hollow Stem AugerID Inside Diameter

2 mm to 4.75 mm (#10 - #4)0.425 mm to 2 mm (#40 - #10)

Silts and Clays

in.lbs

inchespounds

feetSSSPT Standard Penetration Test

Split-Spoon Sampler

SPLIT-SPOON SAMPLE WITH NO RECOVERY

Pocket Penetrometer ValuePPV

FINE- AND COARSE-GRAINED SOIL INFORMATION

75 mm to 300 mm (3 - 12 in.)

Name

BouldersCobbles

Size (US Std. Sieve)

< 0.075 mm (< #200)

Coarse SandMedium Sand

Fine Sand

19 mm to 75 mm (3/4 - 3 in.)4.75 mm to 19 mm (#4 - 3/4 in.)Fine Gravel

Coarse Gravel

Qu = Unconfined Compression Strength

15 - 30

USCS Unified Soil Classification System

Solid Flight AugerSH Shelby Tube SamplerSFA

SOIL LEGEND

GP

CLEANGRAVEL

WITH<5%

FINES

GW-GM

GW-GC

ML

GP-GM

GP-GC

GRAVELWITH5% TO12%

FINES

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

GM

GC

Well-graded gravels, gravel-sand mixtures withclay fines

Well-graded sands, sand-gravel mixtures withtrace or no fines

GC-GM

USCS - HIGHLY ORGANIC SOILS

OTHER MATERIALS

CONCRETE

CRUSHED STONE/AGGREGATE BASE

SAN

DS

(>5

0%

of c

oars

e fr

actio

n is

sm

alle

r th

an th

e #

4 s

ieve

)

CLEANSANDWITH<5%

FINES

SANDWITH5% TO12%

FINES

SW

SP

SP-SM

SM

SC

SC-SM

Silty sands, sand-gravel-silt mixtures

Clayey sands, sand-gravel-clay mixtures

GRAVEL WITHMORE THAN12% FINES

Poorly-graded gravels, gravel-sand mixtureswith trace or no fines

Poorly-graded sands, sand-gravel mixtureswith clay fines

Poorly-graded sands, sand-gravel mixtureswith trace or no fines

Clayey sands, sand-gravel-clay-silt mixtures

SW-SM

SW-SC

SP-SC

GW

Silty gravels, gravel-silt-sand mixtures

Clayey gravels, gravel-sand-clay mixtures

Clayey gravels, gravel-sand-clay-silt mixturesGR

AVEL

S (>

50

% o

f coa

rse

frac

tion

is la

rger

than

the

#4

sie

ve)

SAND WITHMORE THAN12% FINES

Poorly-graded gravels, gravel-sand mixtureswith clay fines

Well-graded sands, sand-gravel mixtures withclay fines

CO

ARS

E G

RAI

NED

SO

ILS

(>5

0%

of t

he m

ater

ial i

s la

rger

than

the

#2

00

sie

ve)

Primarily organic matter, dark in color, organic odor

Peat, humus, swamp soils with highorganic contents

CL

CL-ML Inorganic clay-silts of low plasticity, gravellyclays, sandy clays, silty clays, lean clays

OL Organic silts and organic silty clays of lowplasticity

SIL

TS &

CLA

YS(L

iqui

d Li

mit

less

than

50

)

MH

CH

OH

PT

Inorganic clays of high plasticity, fat clays

BITUMINOUS CONCRETE (ASPHALT)

UNDIFFERENTIATED OVERBURDEN

UNDIFFERENTIATED ALLUVIUM

TOPSOIL

Well-graded gravels, gravel-sand mixtures withtrace or no fines

Cu > 4Cc = 1-3

Cu > 4Cc = 1-3

Cu < 4and/orCc < 1Cc > 3

Cu > 6Cc = 1-3

Cu > 6Cc = 1-3

Cu < 6and/orCc < 1Cc > 3

Well-graded gravels, gravel-sand mixtures withsilt fines

Poorly-graded gravels, gravel-sand mixtureswith silt fines

Well-graded sands, sand-gravel mixtures withsilt fines

Poorly-graded sands, sand-gravel mixtureswith silt fines

Inorganic clays of low plasticity, gravelly orsandy clays, silty clays, lean clays

Inorganic silts with low plasticity

Organic clays and organic silts of highplasticity

SIL

TS &

CLA

YS(L

iqui

d Li

mit

mor

e th

an 5

0)

FIN

E G

RAI

NED

SO

ILS

(>5

0%

of m

ater

ial i

ssm

alle

r th

an th

e #

20

0 s

ieve

)

FILL

UNIFORMITY COEFFICIENTCu = D60/D10

COEFFICIENT OF CURVATURECC = (D30)

2/(D60xD10)

Where:D60 = grain diameter at 60% passingD30 = grain diameter at 30% passingD10 = grain diameter at 10% passing

BOULDERS AND COBBLES

Cu < 4and/orCc < 1Cc > 3

Cu < 6and/orCc < 1Cc > 3

Inorganic silts of high plasticity, elastic silts

IMPORTANT NOTES ON TEST BORING RECORDS

PLASTICITY CHART FOR USCS CLASSIFICATION OF FINE-GRAINED SOILS

1) The report and graphics key are an integral part of these logs. All data and interpretations in this log are subject to the explanations andlimitations stated in the report.

2) Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual or differ from those shown.Solid lines are used to indicate a change in the material type, particularly a change in the USCS classification. Dashed lines are used toseparate two materials that have the same material type, but that differ with respect to two or more other characteristics (e.g. color,consistency).

3) No warranty is provided as to the continuity of soil or rock conditions between individual sample locations.

4) Logs represent general soil and rock conditions observed at the point of exploration on the date indicated.

5) In general, Unified Soil Classification System (USCS) designations presented on the logs were based on visual classification in the field andwere modified where appropriate based on gradation and index property testing.

6) Fine-grained soils that plot within the hatched area on the Plasticity Chart, and coarse-grained soils with between 5% and 12% passing the#200 sieve require dual USCS symbols as presented on the previous page.

7) If the sampler is not able to be driven at least 6 inches, then 50/X" indicates that the sampler advanced X inches when struck 50 times witha 140-pound hammer falling 30 inches.

8) If the sampler is driven at least 6 inches, but cannot be driven either of the subsequent two 6-inch increments, then either 50/X" or the sumof the second 6-inch increment plus 50/X" for the third 6-inch increment will be indicated. Example 1: Recorded SPT blow counts are 16 - 50/4", the SPT N-value will be shown as N = 50/4" Example 2: Recorded SPT blow counts are 18 - 25 - 50/2", the SPT N-value will be shown as N = 75/8"

Percent RQD

0 - 2525 - 5050 - 7575 - 90

90 - 100

Very PoorPoorFair

GoodExcellent

ROCK QUALITYDESIGNATION (RQD)

Very Hard

Hard

Rock can be broken by heavy hammer blows

Rock cannot be broken by thumb pressure, but can be broken by moderate hammer blows

Rock disintegrates or easily compresses when touched; can be hard soil

ROCK HARDNESS CRITERIA

Recovery (%) =Length of the Core Run

x 100

Length of the Core RunRQD (%) = x 100

DISCONTINUITY TERMSFracture: Collective term for any natural break excluding shears,shear zones, and faults

Joint (JT): Planar break with little or no displacement

Foliation Joint (FJ) or Bedding Joint (BJ): Joint along foliation orbedding

Incipient Joint (IJ) or Incipient Fracture (IF): Joint or fracture notevident until wetted and dried; breaks along existing surface

Random Fracture (RF): Natural, very irregular fracture that does notbelong to a set

Bedding Plane Separation or Parting: A separation along beddingafter extraction from stress relief or slaking

Fracture Zone (FZ): Planar zone of broken rock without gouge

Mechanical Break (MB): Breaks due to drilling or handling; drillingbreak is denoted as (DB) and hammer break is denoted as (HB)

Shear (SH): Surface of differential movement evident by presence ofslickensides, striations, or polishing

Shear Zone (SZ): Zone of gouge and rock fragments bounded byplanar shear surfaces

Fault (FT): Shear zone of significant extent; differentiation fromshear zone may be site-specific

TEST BORING RECORD LEGEND FOR ROCK

ROCK CORE INFORMATION

Quality

ModeratelyHard

Soft

Small pieces can be broken off along sharp edges by considerable hard thumb pressure; canbe broken with light hammer blowsRock is cohesive but breaks very easily with thumb pressure at sharp edges and crumbleswith firm hand pressure

Very Soft

Discoloring evident; alteration penetratingwell below rock surface

Entire rock mass discoloredRock reduced to a soil with relict rock texture

JOINT ROUGHNESS COEFFICIENT (JRC)Coefficient

14 - 2010 - 14

2 - 6

Term Description

Fresh No evidence of alterationSlight discoloration on surface

WEATHERING OR ALTERATION

0 - 2

6 - 10

Very Rough: Near vertical edges evident

Slightly Rough: Asperities on surface can be feltRough: Smooth ridges, surface abrasion

Smooth: Appears and feels smoothSlickensided: Visible polishing, striated surface

Description

Length of Core Sample Recovered

Sum of Lengths of Intact Rock Pieces of 4 in. and Longer

Slightly Weathered

ModeratelyWeathered

Highly WeatheredDecomposed

ThickMedium

Massive > 3 ft.

Thin 1-1/4 in. to 4 in.Tight

Partly Open

< 0.1 mm0.1 to 0.25 mm0.25 to 0.5 mm0.5 to 2.5 mm

APERTURE WIDTH

WideVery Wide

10 mm to 1 cm1 to 10 cm

Very Tight

Open

1 ft. to 3 ft.4 in. to 1 ft.

Banded 1/4 in. to 1-1/4 in.Parting < 1/4 in.

BEDDING THICKNESS

Term Spacing

ModeratelyWide 2.5 to 10 mm

Cavernous

10 cm to 1 mExtremelyWide

> 1 m

Observed Fracture Density

FRACTURE/JOINT DENSITY

No fractures or joints less than 6 ft. apart

Lengths from 3 ft. to 6 ft.

Lengths from 1 ft. to 3 ft.

Lengths from 4in. to 1 ft.

Lengths less than 4 inches

Description

SlightlyFractured/Jointed

ModeratelyFractured/Jointed

HighlyFractured/Jointed

IntenselyFractured/Jointed

Intact

GYPSUM

HALITE

CALCITE

EVAP

OR

ITE

RO

CK

SC

LAS

TIC

SED

IMEN

TAR

Y R

OC

KS

TUFF

RYOLITE

DACITE

LIMESTONE

WEATHERED LIMESTONE

DOLOMITE

CORAL

BRECCIA

CONGLOMERATE

SANDSTONE

WEATHERED SANDSTONE

SILTSTONE

CLAYSTONE

SHALE

WEATHERED SHALE

CAR

BO

NAT

ES

EDIM

ENTA

RY

RO

CK

S

ROCK CLASSIFICATION

COAL

CHALK

WEATHERED CHALK

ANDESITE

BASALT

GRANITE

GRANO-DIORITE

DIORITE

WEATHERED ROCK (UNDIFFERENTIATED)

GABBROINTR

USI

VE IG

NEO

US

RO

CK

S

PHYLLITE

GNEISS

AMPHIBOLITE

METAGRAYWACKE

SCHIST

MARBLE

QUARTZITE

SLATE

MET

AMO

RPH

IC R

OC

KS

EXTR

US

IVE

IGN

EOU

S R

OC

KS

PARTIALLY WEATHERED ROCK(UNDIFFERENTIATED)

PARTIALLY FILLED CAVITY

FEATURES WITHIN ROCK

FILLED CAVITY

OPEN CAVITY