Post on 13-Aug-2020
IOWA MINNESOTA WISCONSIN
Factual Geotechnical Report:
Proposed Hardin County Wetland E Avenue and Highway 175 Radcliffe, Iowa CVT# 14937.19.IAW
Prepared for:
Mr. Nathan Anderson, PE WHKS & Co.
Certification:
I hereby certify that this engineering document was prepared by me or under my
direct personal supervision and that I am a duly licensed Professional Engineer
under the laws of the State of Iowa.
June 7, 2019
(signature) (date)
Printed or typed name: Matthew J. Reisdorfer, PE.
License number: 22234 .
My license renewal date is December 31, 2019 .
Pages or sheets covered by this seal:
M i n n e s o t a I o w a W i s c o n s i n
TABLE OF CONTENTS
A. Introduction .......................................................................................................................2
A.1. Purpose ................................................................................................................................... 2
A.2. Scope ...................................................................................................................................... 2
A.3. Boring Locations and Elevation ................................................................................................. 3
A.4. Geologic Background ............................................................................................................... 3
B. Subsurface Data .................................................................................................................3
B.1. Stratification ............................................................................................................................ 3
B.2. Penetration and Laboratory Test Data ...................................................................................... 4
B.3. Groundwater Data ................................................................................................................... 5
C. Level of Care .......................................................................................................................5
Appendix .................................................................................................................................6
Soil Boring Location Sketch
Log of Boring # 1-8
Legend to Soil Description
Hardin County Wetland June 7, 2019
Project: 14937.19.IAM Page - 2
M i n n e s o t a I o w a W i s c o n s i n
Chosen Valley Testing, Inc. Geotechnical Engineering and Testing • 421 North Georgia Avenue • Mason City, IA 50401 • Telephone (641) 201-1050 • masoncity@cvtesting.com
Mr. Nathan Anderson, PE June 7, 2019
WHKS & Co
2905 South Broadway
Rochester, MN 55904
nanderson@whks.com
Re: Proposal for Factual Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
CVT Proposal Number: 14937.19.IAM
Dear Mr. Anderson:
This factual report was prepared to assist planning for the proposed Hardin County Wetland near Radcliffe,
Iowa. Our services were authorized by Mr. Nathan Anderson of WHKS.
A. Introduction
The intent of this report is to present our results to the client in the same logical sequence that led us to arrive
at the opinions and recommendations expressed. Since our services must often be completed before the design,
assumptions are sometimes needed to prepare a proper evaluation and to analyze the data. A complete and
thorough review of this entire document, including the assumptions and the appendices, should be undertaken
immediately upon receipt.
A.1. Purpose
This factual report was prepared to assist planning for the proposed Hardin County Wetland near Radcliffe,
Iowa. Our services were authorized by Mr. Nathan Anderson of WHKS.
A.2. Scope
To obtain data for analysis, our services included a total of 8 penetration test borings. The borings were drilled
to depths of about 10 to 30 feet below the surface. Our engineering scope consisted of providing a factual
discussion of the soils and materials encountered during our exploration.
Hardin County Wetland June 7, 2019
Project: 14937.19.IAM Page - 3
M i n n e s o t a I o w a W i s c o n s i n
A.3. Boring Locations and Elevation
The desired borings locations were indicated to Chosen Valley Testing on site plans provided by the client.
The Boring Location Sketch in the Appendix shows the approximate locations drilled. Elevations were
estimated using LiDAR from the Iowa DNR. These elevations should be considered approximate.
A.4. Geologic Background
A geotechnical report is based on subsurface data collected for the specific structure or problem. Available
geologic data from the region can help interpretation of the data and is briefly summarized in this section.
Area geologic maps indicate that the natural upper soils are primarily alluvial (river-deposited) sand and clay
mixtures overlying glacial till deposits of clay, silt and sand mixtures. Bedrock is expected to be 100 to 200
feet below the surface and consist of dolomite and limestone of the Gilmore City Formation and Kinderhookian
Formation.
B. Subsurface Data
Methods: All of the borings were performed using penetration test procedures (Method of Test D1586 of the
American Society for Testing and Materials). This procedure allows for the extraction of intact soil specimen
from deep in the ground. With this method, a hollow-stem auger is drilled to the desired sampling depth. A 2-
inch OD sampling tube is then screwed onto the end of a sampling rod, inserted through the hole in the auger's
tip, and then driven into the soil with a 140-pound hammer dropped repeatedly from a height of 30 inches above
the sampling rod. The sampler is driven 18-inches into the soil, unless the material is too hard. The samples are
generally taken at 2½ to 5-foot intervals. The core of soil obtained is classified and logged by the driller and a
representative portion is then sealed in a jar and delivered to the soils engineer for review.
B.1. Stratification
At the surface, most of the borings encountered about 2 to 6 ½ feet of topsoil. The topsoil consisted of both
slightly organic lean clay and slightly organic clayey sand.
Below the topsoil layer in Boring B-3, alluvial lean clay was encountered, to a depth of about 6 ½ feet. The
alluvial clay was followed by slightly organic lean clay to a depth of about 11 ½ feet.
Sand with clay was met below the topsoil in Boring B-7, to a depth of about 9 feet. The sand with clay was
followed by silty sand to the borings termination depth of about 11 feet below the surface.
With the exception of Borings B-3, B-7 and B-8, glacio-fluvial (weathered till) lean clays were encountered
below the topsoil layer in the borings, to depths of about 4 to 17 ½ feet.
Glacial till consisting mostly of sandy lean clay and lean clays was met below the topsoil layer in Boring B-8,
and below the slightly organic lean clay and fluvial lean clay layers. With the exception of Boring B-7, the
borings terminated in glacial clays at depths of about 11 to 31 feet below the surface.
Hardin County Wetland June 7, 2019
Project: 14937.19.IAM Page - 4
M i n n e s o t a I o w a W i s c o n s i n
The following simplified cross-section summarizes the boring data. For more detailed information, please refer
to the Log of Boring sheets in the Appendix.
1095.0
1100.0
1105.0
1110.0
1115.0
1120.0
1125.0
1130.0
1135.0
1140.0
1145.0
1150.0
B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8
Approximate Assigned Elevation (feet)
Boring Number
Topsoil
Sand w/ Clay
Fluvial Clay
Alluvial Clay
Slightly Organic Clay
Silty Sand
Glacial Clay
Below Boring
B.2. Penetration and Laboratory Test Data
The number of blows needed for the hammer to advance the penetration test sampler is an indicator of soil
characteristics. The number of blows to advance the sampler 1 foot is called the penetration resistance or “N”-
value. The results tend to be more meaningful for natural mineral soils, than for fill soils. In fill soils, compaction
tests are more meaningful.
Penetrations resistance values ("N" Values) of 2 to 11 blows per foot (BPF) were recorded in the topsoil,
alluvial clay, fluvial clay, slightly organic clay and glacial clays, indicating they were soft to rather stiff, but
were generally soft to medium. N-values of 2 to 9 BPF were recorded in the sand with clay and silty sand,
indicating they were very loose to loose.
A key to the descriptors used to qualify the relative density of soil (such as soft, stiff, loose, and dense,) can be
found on the Legend to Soil Description in the Appendix.
A pocket penetrometer was used to provide additional data on the compressive strength of cohesive soils. The
clays returned values of ½ to 2 ½ tons per square foot (tsf).
Hardin County Wetland June 7, 2019
Project: 14937.19.IAM Page - 5
M i n n e s o t a I o w a W i s c o n s i n
B.3. Groundwater Data
During the drilling operation, the drillers may note the presence of moisture on the sampling instrument, in the
cuttings, or within the borehole. These observations are recorded on the boring logs. The water level may vary
with weather; time of year and other factors and the presence or absence of water during the drilling is subject
to interpretation and is not always conclusive.
Water was encountered in some of the borings during drilling, at depths of about 8 to 15 feet below the surface.
Water levels were also measured in some of the borings after drilling was completed, with post drilling water
levels ranging from 1 to 21 feet below the surface. Elevated moisture contents were noted in several of the
clay samples. Groundwater levels at the site are expected to fluctuate seasonally with nearby creeks and rivers,
as well as with local weather patterns.
C. Level of Care
The services provided for this project have been conducted in a manner consistent with that level of care and
skill ordinarily exercised by members of the profession currently practicing in this area, under similar budget
and time constraints. This is our professional responsibility. No other warranty, expressed or implied, is made.
Hardin County Wetland June 7, 2019
Project: 14937.19.IAM Page - 6
M i n n e s o t a I o w a W i s c o n s i n
Appendix
Soil Boring Location Sketch
Log of Boring 1-8
Legend to Soil Description
PP = 2.0 tsf
PP = 2.0 tsfMC = 14.1%
2.0
6.5
11.0
1133.0
Elevations estimated usingIowa DNR LiDAR
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
Slightly Organic CLAYEY SAND brown, moist.(Topsoil)
LEAN CLAY with SAND trace of gravel, brown,wet, rather soft.
(Glacio-fluvium)
SANDY LEAN CLAY trace of iron staining toabout 9 feet, trace of gravel, brown to about 9 feet,then becoming gray, wet, rather stiff.
(Glacial Till)
End of boring.Boring sealed upon completion
1137.5
4
4 PP = 2.5 tsfMC = 16.6%
11
PP = 1.25 tsf
SC
CL
CL
10
DATE: 6/4/2019
Tests and Notes
LOCATION:
Elev. DepthDescription of Materials(ASTM D 2487/2488)
WL
See attached sketchLOCATION:
1128.5
B-01 page 1 of 1
0.0
BORING: B-01
14937.19.IAM
USCSSymbol
SCALE: 1" = 4'
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
BPF
CHOSEN VALLEY TESTING
L O G O F B O R I N G
1139.5
PROJECT:
PP = 1.75 tsfMC = 25.7%
CLOL
CL
CL
Elevations estimated usingIowa DNR LiDAR
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
PP = 1.5 tsf
MC = 20.0%
Water encountered at about15 feet during drilling.PP = 2.25 tsfMC = 24.4%
PP = 1.25 tsfMC = 25.4%
PP = 1.0 tsfMC = 27.2%
2.0
17.5
31.0
1133.4
1117.9
1104.4
PP = 0.5 tsf
PP = 0.5 tsfMC = 19.4%
2
2
3
9
2
6
8
7
6
SCALE: 1" = 4'
BPFElev.USCSSymbol
Tests and NotesDepth
See attached sketch
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
LOCATION:LOCATION:
DATE: 6/4/2019
Description of Materials(ASTM D 2487/2488)
WL
Slightly Organic LEAN CLAY dark brown toblack, wet.
(Topsoil)
LEAN CLAY with SAND dark brown, wet, soft torather stiff.
(Glacio-fluvium)
Becoming gray.
With seams of coarse grained, water bearing sand.Becoming very wet.
LEAN CLAY gray, wet to very wet, medium.(Glacial Till)
End of boring.Boring sealed upon completion
CHOSEN VALLEY TESTING
B-02 page 1 of 1
L O G O F B O R I N G
1135.4
PROJECT:
0.0
BORING:
14937.19.IAM
B-02
MC = 27.9%
CLOL
CL
CLOL
CL
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
MC = 9.7%
MC = 20.7%
PP = 1.5 tsf
1099.3
PP = 0.75 tsfMC = 28.3%
PP = 1.0 tsfMC = 26.5%
2.0
6.5
11.5
31.0
1128.3
1123.8
1118.8
PP = 0.75 tsfMC = 29.4%
3
4
2
6
4
2
4
6
9
Elevations estimated usingIowa DNR LiDAR
See attached sketch
CHOSEN VALLEY TESTING
SCALE: 1" = 4'
Elev.USCSSymbol
Tests and NotesDepth BPF
LOCATION:LOCATION:
DATE: 6/4/2019
Description of Materials(ASTM D 2487/2488)
WL
LEAN CLAY with seams of sand to about 14 feet,gray, wet to very wet, soft to rather stiff.
(Glacial Till)
End of boring.Boring sealed upon completion
LEAN CLAY with SAND dark brown, wet, soft torather stiff.
(Alluvium)
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
Slightly Organic LEAN CLAY dark brown toblack, wet.
(Topsoil)
L O G O F B O R I N G
B-03 page 1 of 1
Slightly Organic LEAN CLAY with seams ofsand, black, wet, soft to medium.
(Alluvium)
1130.3
PROJECT:
14937.19.IAM
B-03BORING:
0.0
PP = 2.0 tsfMC = 25.4%
CLOL
CL
CL
PP = 0.75 tsf
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
PP = 0.5 tsfMC = 19.4%
PP = 0.5 tsf
Water encountered at about15 1/2 feet during drilling.
Water encountered at about21 feet after drilling.
PP = 0.75 tsfMC = 26.1%
PP = 0.75 tsfMC = 27.7%
6.5
11.5
31.0
1123.5
1118.5
1099.0
PP = 0.75 tsfMC = 28.0%
3
2
2
3
4
4
5
7
9
PP = 0.5 tsfMC = 33.5%
SCALE: 1" = 4'
BPFElev.USCSSymbol
Tests and NotesDepth
See attached sketch
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
Elevations estimated usingIowa DNR LiDAR
LOCATION:LOCATION:
DATE: 6/4/2019
Description of Materials(ASTM D 2487/2488)
WL
Slightly Organic LEAN CLAY black, wet, soft.(Topsoil / Alluvium)
LEAN CLAY with SAND with seams of coarsegrained, water bearing sand, gray, very wet, soft.
(Glacio-fluvium)
LEAN CLAY gray, wet to very wet, rather soft torather stiff.
(Glacial Till)
End of boring.Boring sealed upon completion
CHOSEN VALLEY TESTING
B-04 page 1 of 1
L O G O F B O R I N G
1130.0
PROJECT:
0.0
BORING:
14937.19.IAM
B-04
Water encountered at about10 feet during drilling.PP = 2.0 tsfMC = 10.9%
2.0
4.0
11.0
1134.4
1125.4
Elevations estimated usingIowa DNR LiDAR
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
Slightly Organic LEAN CLAY black.(Topsoil)
LEAN CLAY with SAND brown, very wet, soft.(Glacio-fluvium)
SANDY LEAN CLAY trace of gravel, brown toabout 9 feet, then becoming gray, wet, soft tomedium.
(Glacial Till)
End of boring.Boring sealed upon completion
1132.4
3
2 PP = 0.5 tsfMC = 18.4%
8
PP = 0.5 tsf
CLOL
CL
CL
4
DATE: 6/4/2019
Tests and Notes
LOCATION:
Elev. DepthDescription of Materials(ASTM D 2487/2488)
WL
See attached sketchLOCATION:
B-05 page 1 of 1
0.0
BORING: B-05
14937.19.IAM
USCSSymbol
SCALE: 1" = 4'
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
BPF
CHOSEN VALLEY TESTING
L O G O F B O R I N G
1136.4
PROJECT:
PP = 2.0 tsfMC = 13.8%
2.0
4.0
11.0
1137.8
1128.8
Elevations estimated usingIowa DNR LiDAR
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
Slightly Organic LEAN CLAY black.(Topsoil)
LEAN CLAY with SAND brown, very wet, soft.(Glacio-fluvium)
SANDY LEAN CLAY trace of gravel, brown toabout 9 feet, then becoming gray, wet, rather soft tomedium.
(Glacial Till)
End of boring.Boring sealed upon completion
1135.8
2
5
PP = 1.0 tsf
8
PP = 2.0 tsfMC = 15.5%
CLOL
CL
CL
7
DepthElev. Tests and NotesDescription of Materials(ASTM D 2487/2488)
WL
LOCATION:LOCATION:See attached sketch
DATE: 6/4/2019
B-06
0.0
14937.19.IAM
BORING:PROJECT:
B-06 page 1 of 1
BPFUSCSSymbol
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
1139.8
SCALE: 1" = 4'
CHOSEN VALLEY TESTING
L O G O F B O R I N G
4.0
9.0
11.0
1132.3
1127.3
PP = 0.25 tsf
Water encountered at about1 foot after drilling.
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
POORLY GRADED SAND with CLAY mostlymedium grained, brown, water bearing, very loose toloose.
(Glacio-fluvium)
SILTY SAND brown, water bearing, loose.(Glacial Till)
End of boring.Boring sealed upon completion
1125.3
2
2
Water encountered at about8 feet during drilling.
9
Slightly Organic LEAN CLAY black, wet, soft.(Topsoil)
CLOL
SPSC
SM
Elevations estimated usingIowa DNR LiDAR
7
DATE: 6/4/2019
Tests and Notes
LOCATION:
Elev. DepthDescription of Materials(ASTM D 2487/2488)
WL
See attached sketchLOCATION:
B-07 page 1 of 1
0.0
BORING: B-07
14937.19.IAM
USCSSymbol
SCALE: 1" = 4'
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, Iowa
BPF
CHOSEN VALLEY TESTING
L O G O F B O R I N G
1136.3
PROJECT:
PP = 1.25 tsfMC = 15.6%
2.0
11.0
1143.6
1134.6
PP = 0.5 tsfSANDY LEAN CLAY trace of gravel, brown,wet, soft to medium.
(Glacial Till)
CV
T S
TA
ND
AR
D
14
93
7.1
9.I
AM
(H
AR
DIN
CO
UN
TY
WE
TL
AN
D).
GP
J
LO
G A
GN
NN
06
.GD
T
6/1
0/1
9
End of boring.Boring sealed upon completion
B-08 page 1 of 1
7
2
PP = 2.25 tsf6
PP = 2.0 tsfMC = 15.7%
CLOL
CL
Elevations estimated usingIowa DNR LiDAR
Trace of iron staining.
4
WLElev.0.0
DATE: 6/4/2019
Slightly Organic LEAN CLAY black.(Topsoil)
LOCATION:LOCATION:See attached sketch
Description of Materials(ASTM D 2487/2488)
1145.6
14937.19.IAM
B-08
Depth
BORING:PROJECT:
L O G O F B O R I N G
14937.19.IAM
Design Phase Geotechnical Evaluation
Hardin County Wetland
E Avenue and Highway 175
Radcliffe, IowaSCALE: 1" = 4'
BPF Tests and Notes
CHOSEN VALLEY TESTING
USCSSymbol
GROUPSYMBOL
SOIL GROUP NAMES & LEGEND
PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR
BLOWS/FOOT* CONSISTENCY
SAMPLE TYPES
Job No. 14937.19.IAM
GRAVELS WITH FINES
>12% FINES
2.0 - 4.0OVER 4.0
TERM
TraceWith
Modifier
0.50 - 1.0
1.0 - 2.0
0 - 0.250.25 - 0.50
GW
GP
GM
GC
SW
SP
SM
SC
CL
ML
OL
CH
MH
OH
PT
CLEAN GRAVELS
<5% FINES
WATER LEVEL (WITH TIME OF)
MEASUREMENT
0 - 4
4 - 10
10 - 30
30 - 50
OVER 50
LIQUID LIMIT (%)
CH
0
10
20
30
40
50
60
70
80
PLASTICITY INDEX (%)
SIZE
< 12 in.3 in. - 12 in.
#4 sieve to 3 in.#200 sieve to #4 sievePassing #200 sieve
TERM
BoulderCobbleGravelSand
Silt or Clay
SAND & GRAVEL
CRITERIA FOR ASSIGNING SOIL GROUP NAMES
-
-
-
MC
OC
CN
DD
PP
RV
SA
P200
>50% OF COARSEFRACTION PASSESON NO 4. SIEVE
RELATIVE DENSITY
(RECORDED AS BLOWS / 0.5 FT)
CL
SILT & CLAY
NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D.
(1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE
(ASTM-1586 STANDARD PENETRATION TEST).
*
BLOWS/FOOT*
WELL-GRADED GRAVEL
POORLY-GRADED GRAVEL
SILTY GRAVEL
CLAYEY GRAVEL
WELL-GRADED SAND
POORLY-GRADED SAND
SILTY SAND
CLAYEY SAND
LEAN CLAY
SILT
ORGANIC CLAY OR SILT
FAT CLAY
ELASTIC SILT
ORGANIC CLAY OR SILT
PENETRATION RESISTANCE
Hollow Stem
LEGEND TO SOIL
DESCRIPTIONS
FINES CLASSIFY AS ML OR CL
FINES CLASSIFY AS CL OR CH
PI>7 AND PLOTS>"A" LINE
PI>4 AND PLOTS<"A" LINE
LL (oven dried)/LL (not dried)<0.75
PI PLOTS >"A" LINE
PI PLOTS <"A" LINE
LL (oven dried)/LL (not dried)<0.75
COMPRESSIVE
STRENGTH (TSF)
Chosen Valley Testing
-
CLEAN SANDS
<5% FINES
SANDS AND FINES
>12% FINES
INORGANIC
MOISTURE CONTENT
ORGANIC CONTENT
CONSOLIDATION
DRY DENSITY
POCKET PENETROMETER
R-VALUE
SIEVE ANALYSIS
% PASSING #200 SIEVE
LIQUID LIMIT
PLASTISITY INDEX
SWELL TEST
Unconsolidated Undrained triaxial
LL
PI
SW
UU
PERCENT
< 55 - 12> 12
Relative Proportions of Fines
Standard Penetration Test
VERY SOFTSOFTRATHER SOFTMEDIUMRATHER STIFFSTIFFVERY STIFFHARD
UNIFIED SOIL CLASSIFICATION (ASTM D-2487/2488)
ML
MH
-
-
-
-
-
-
-
-
TEST SYMBOLS
PERCENT
< 1515 - 29> 30
ORGANIC
Relative Proportions of Sand and Gravel
0 - 12 - 34 - 56 - 89 - 1213 - 1617 - 30OVER 30
INORGANIC
TERM
TraceWith
Modifier
Grain Size Terminology
Cu>4 AND 1<Cc<3
Cu>4 AND 1>Cc>3
FINES CLASSIFY AS ML OR CL
FINES CLASSIFY AS CL OR CH
ORGANIC
VERY LOOSE
LOOSE
MEDIUM DENSE
DENSE
VERY DENSE
GRAVELS
0 10 20 30 40 50 60 70 80 90 100 110 120
MATERIALTYPES
Cu>6 AND 1<Cc<3
Cu>6 AND 1>Cc>3
CVT 14937.19.IAM (HARDIN COUNTY W
ETLAND).GPJ 6/6/19
PEAT
SANDS
SILTS AND CLAYS
LIQUID LIMIT>50
SILTS AND CLAYS
LIQUID LIMIT<50
>50% OF COARSEFRACTION RETAINED
ON NO 4. SIEVE
HIGHLY ORGANIC SOILS
COARSE-G
RAINED SOILS
>50% RETAINED ON
NO. 200 SIEVE
FINE-G
RAINED SOILS
>50% PASSES
NO. 200 SIEVE
PLASTICITY CHART
"A" LINE
CL-ML