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; [email protected]; (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