2019-11-15 Report of Groundwater & GEOTech Exploration� ■= . �� `� ter'
r
Design with Purpose. Build with Confidence.
November 15, 2019
Mr. Allen Schoemaker, PWLF
Director of Public Works
City of Blair
218 South 16th Street
Blair, NE 68008-2000
RE: Report of Groundwater and Geotechnical Exploration
Transformation Hill, Residential Lots 28 through 57
Krejci Boulevard, Blair, Nebraska
Schemmer Project No. 07414.002
Dear Mr. Schoemaker:
The Schemmer Associates Inc. has conducted a subsurface exploration program and prepared
this report of geotechnical information and recommendations. This work was performed in
accordance with your authorization.
The opinions expressed in this Report are based upon our understanding of the available
preliminary data of the proposed project and the data obtained from our subsurface exploration.
Should there be any changes as the project develops, we should be requested to review such
new conditions.
Thank you for this opportunity to work with you on this project. Should you have any questions,
please contact us.
Sincerely,
THE SCHEMMER ASSOCIATES INC.
8ZOA- 6 .
Ok — -----
Loras A. Klostermann, P.E.
Manager, Geotechnical Engineering
Stockholder
reoriE 402.493.4800
rax 402.493.7951
1044 North 115th Street, Suite 300
Omaha, Nebraska 68154.4436
EMPLOYEE OWNED SCHEMMER.COM
EXECUTIVE SUMMARY
The Schemmer Associates Inc. has completed this groundwater and subsoil information
geotechnical exploration within a residential subdivision under construction in Blair, Nebraska.
Transformation Hill is the City of Blair's redevelopment of the Dana College property, located west
of Couble Creek and south of College Drive. Land between the west edge of Couble Creek to
the south of Hanson Drive and the toe of the natural upland located west of Couble Creek is being
developed as single family residential lots.
Relatively shallow groundwater conditions were noted during instillation of buried utility lines
within the right of way of the new street to service the new residences, Krejci Boulevard. This
exploration was requested to measure the groundwater levels at four locations within the
subdivision that were staked by our client. Testing of the soil properties at each boring location
was also completed.
Variable soil and groundwater conditions exist. The groundwater level at borings B-1 and B-2, on
the east side of Krejci Boulevard, was measured at depths of 12 and 15.5 feet below surface
grade between the street and the creek. On the west side of Krejci Boulevard, borings B-3 and
B-4 indicated groundwater levels of 8.5 and 9.2 feet below surface grade.
We also noted that water was flowing along the west curb of Krejci Boulevard from about the area
of Lot 28 to the inlet at Lot 39 on October 11, 2019. This water might have been the result of
drainage of upland swales directed to the cul-de-sac at the south end of Krejci Boulevard. About
one inch of rainfall fell in this area on October 10,, 2019. This runoff may suggest that the
groundwater level exists at a more shallow depth in the area of Lot 28 compared to the
groundwater level measured at Lot 33.
Stiff soils exist to a depth of 5 feet at borings B-1, B-2 and B-4. Medium stiff to soft soils were
noted between depths of 3 to 8 feet at boring B-3. Low strength soil was noted below the
groundwater level at borings B-1 through B-3. At boring B-4, very stiff glacial till soil was
encountered below a depth of about 12 feet and below the groundwater level. The glacial till was
not encountered within a depth of 20 feet at borings B-1 through B-3.
SCHFIVIMER November 15, 2019
Transformation Hill, Blair, NE
07414.002
REPORT OF GROUNDWATER AND GEOTECHNICAL EXPLORATION
TRANSFORMATION HILL
KREJCI BOULEVARD AND HANSON DRIVE
BLAIR, NEBRASKA
NOVEMBER 15, 2019
SCHEMMER PROJECT NO. 07414.002
Table of Contents Page No.
1.0 INTRODUCTION................................................................................................................. 1
1.1 Project Information...............................................................................................1
1.2 Scope of Service..................................................................................................1
1.3 Report Format......................................................................................................1
2.0 EXPLORATION RESULTS................................................................................................. 2
2.1 Scope of Field Exploration...................................................................................2
2.2 Laboratory Test Program.....................................................................................2
2.3 General Geology..................................................................................................2
2.4 Site Surface Conditions........................................................................................2
2.5 Subsurface Conditions.........................................................................................3
2.6 Groundwater Data................................................................................................4
3.0 ENGINEERING FINDINGS and RECOMMENDATIONS.................................................... 5
3.1 Project Summary.................................................................................................5
3.2 Geotechnical Findings.........................................................................................5
3.3 Soil Strength Findings..........................................................................................7
3.4 Conclusions.........................................................................................................7
4.0 FIELD EXPLORATION PROCEDURES............................................................................. 8
4.1 Soil Sampling ..................................
4.2 Soil Classification ............................
5.0 STANDARD OF CARE ...................................
APPENDIX
.....................................................................8
.....................................................................8
.................................................................... 8
REPORT OF GROUNDWATER AND GEOTECHNICAL EXPLORATION
TRANSFORMATION HILL
KREJCI BOULEVARD AND HANSON DRIVE
BLAIR, NEBRASKA
NOVEMBER 15, 2019
SCHEMMER PROJECT NO. 07414.001
1.0 INTRODUCTION
1.1 Project Information
This Report summarizes subsoil exploration work, groundwater measurements, laboratory
findings, and geotechnical engineering conclusions and recommendations by The Schemmer
Associates Inc. (Schemmer) for our review of the soils along Krejci Boulevard. A portion of the
Dana College campus in Blair, Nebraska is being redeveloped for single-family residential lots. A
high groundwater level was noted by others along portions of the new Krejci Boulevard alignment
during installation of buried utilities. This exploration was requested to investigate the
groundwater level and soil strength at four locations selected by the City of Blair representative.
1.2 Scope of Service
The scope of service for this subsoil exploration was limited to:
1. Advance four (4) borings to a depth of 20 feet below existing surface grades,
obtaining soil samples during drilling;
2. Measure groundwater levels during drilling, after drilling, and after a period of 48
hours;
3. Perform laboratory tests to aid in classifying the soils and estimating their
engineering properties; and
4. Analyze results of laboratory testing to determine site and foundation -related
recommendations, with regard to:
a. general discussion of existing site groundwater levels;
b. general discussion of site geology and soil conditions;
c. expected variations in groundwater level;
d. general discussion of basement depths; and
e. recommendations for maximum footing depths.
1.3 Report Format
The purposes of this Report are to describe our field observations; present field and laboratory
test results; and provide geotechnical engineering recommendations based on the subsoil
conditions encountered in conjunction with the available project data. Provided in the Appendix
to this Report are a Boring Location Plan, Logs of Test Borings, a Summary of Soil Test Results,
a page describing Classification of Soils for Engineering Purposes, and a page listing General
Notes defining symbols and terms listed on the boring logs and in this Report.
SCHEMMER1 November 15, 2019
Transformation Hill, Blair, NE
07414.002
2.0 EXPLORATION RESULTS
2.1 Scope of Field Exploration
A total of four test borings, labeled B-1 through B-4, were advanced on October 9, 2019 for the
purpose of gathering site subsurface data. Final groundwater levels were measured and the
borings were filled with soil on October 11, 2019.
Boring locations were staked by Allen Schoemaker and Loras Klostermann on September 25,
2019. Each boring was placed 50 feet from the edge of the Portland cement pavement of Krejci
Boulevard. Borings B-1 and B-4 were staked at about Station 28+00 of the sanitary sewer plan.
Borings B-2 and B-3 were staked at about Station 24+00 of the sanitary sewer plan.
Safety considerations were also used in determining the boring locations. The locations were
elected to not interfere with existing buried and overhead utilities. A utility location from the
Nebraska One -Call System was coordinated by the soil boring subcontractor. All boring locations
are plotted on the Boring Location Plan included in the Appendix to this Report.
2.2 Laboratory Test Program
Tests performed on the selected soil samples included a limited number of water content, dry unit
weight, unconfined compressive strength, and visual classification. Complete tables of laboratory
test results are included in the Appendix to this Report. Each test was performed in conformance
with the current ASTM or state-of-the-art test procedures.
Based on the results of the testing program, the field boring logs were reviewed and supplemented
as presented in the Appendix. These final logs represent our interpretation of the in-place soil
conditions at each boring location.
2.3 General Geology
This site exists on relatively flat floodplain ground between the channel of Couble Creek and the
tree -covered upland hill found to the west. General geology of this area consists of limestone
bedrock covered by glacial till. The glacial till was subsequently covered by loessial soils within
natural uplands. At this site, the 400 -foot to 450 -foot wide, rather flat plain is made up of a
combination of colluvium that eroded from the hillside and alluvium that was washed down and
deposited by Couble Creek.
2.4 Site Surface Conditions
The project area was a cultivated farm field with a farmstead located within the northwest corner
prior to the mid-1960s. A drainage swale crossed the area at about the existing cul-de-sac at the
south end of Krejci Boulevard. After development of Dana College, this area was repurposed as
athletic fields. A soccer field existed over the south half of the site. Miscellaneous sports fields
existed over the north half. When Dana College closed, the site became unused.
Bare soils with a thin layer of grass exist on the recently reshaped ground surface of this
residential subdivision. Some small amounts of site grading were completed to force necessary
surface drainage to the street. The site is rather flat with a slope trending upward to the tree
covered hill located west of the site and the cul-de-sac to the south.
SCHEMMER 2 November 15, 2019
Transformation Hill, Blair, NE
07414.002
2.5 Subsurface Conditions
The subsurface soil conditions encountered in the borings have been used to infer the general
soil conditions at the site. We assume the soil conditions between borings are fairly represented
by the borings. During construction, if conditions are encountered other than that described below
and as shown on the Boring Logs included in the Appendix to this Report, it is important that this
geotechnical engineer from Schemmer be informed to evaluate the exposed conditions with
respect to their effect on our recommendations.
The following is a brief review of the various layers of soil encountered at these four boring
locations. All depths given are relative to the ground surface at the time of drilling at the specific
boring locations. Based on our understanding of area geologic formations and past area
experience, we expect that uniform soil conditions exist across the site. Please refer to the boring
logs in the Appendix for a more complete description of soil conditions at each boring location.
Separate descriptions are provided for each soil geologic group shown on the boring logs.
Fill — Soil that has been placed or manipulated by human activities is found near the
surface at the locations of borings B-1 and B-2. The fill is from 1 to 2 feet thick and consists
of moist and very stiff lean clay. Samples of this layer were not tested in the laboratory.
Weathered Colluvium — Colluvium is soil that has been eroded from a hill and
redeposited on the site or base of the slope. At this site, the near surface soils appear to
have originated as loessial soils on the adjoining hill, which was then transported by water
erosion to the creek floodplain. The upper surface of these soils below the fill of borings
B-1 and B-2 have been exposed to surface weathering effects. The weathered colluvium
was not noted to the west of Krejci Boulevard at borings B-3 and B-4, and was likely
removed by excavation as part of the site preparation. At borings B-1 and B-2, the
weathered colluvium extends to a depth of about 3 feet below grade. This weathered soil
consists of medium to high plasticity clay in a moist and very stiff condition. Since footings
are estimated to bear below this layer, these samples were not tested in the laboratory.
Colluvium — soil eroded from the adjoining hillside was found at each of the boring
locations. These soils extend to a depth of greater than 20 feet at the locations of borings
B-1 through B-3. This soil is bisected with a layer of creek alluvium between depths of
about 8 and 12 feet at boring B-1. At boring B-4, the colluvium extends only to a depth of
about 8 feet and is underlain by sandy and glacial soils. The colluvium exists in a stiff to
very stiff condition at elevations at least 5 feet above the measured 48-hour groundwater
levels. Within 5 feet above to the groundwater level to the groundwater level, this soil
exists in a medium stiff condition. The colluvium below the groundwater level generally
exists in a soft condition. At the base of borings B-1, B-2, and B-3, the colluvium consists
of loose silt. Samples of this colluvium were found in a very moist to wet condition with
the following measured in-place properties:
Water content — 25 to 29%
Dry unit weight — 91 to 99 pcf
Unconfined compressive strength — 0.48 to 2.50 tsf
Passing No. 200 sieve - >90%
Classification (Unified) — Lean Clay (CL) and Silt (ML)
Alluvium — Soil that appears to have been placed by flooding of Couble Creek was noted
between depths of 8 and 12 feet at boring B-1. We expect that more alluvium will exist
3 November 15, 2019
Transformation Hill, Blair, NE
07414.002
closer to the creek channel. This soil was not noted at any of the other boring locations.
A sample of this very moist to wet and medium stiff soil was found to have the following
measured in-place properties:
Water content — 29%
Dry unit weight — 94 pcf
Unconfined compressive strength — 0.81 tsf
Passing No. 200 sieve — >90%
Classification (Unified) — Lean Clay (CL)
Loveland Formation — Colluvium that contains appreciable amounts of sand was eroded
from the hills before the deposition of the Peoria loess, before the age of the Wisconsin
glaciers. Since this soil eroded from Loveland loess it is classified as Loveland formation.
This soil is found at the buried toe of the natural hill slope that extends west from this site.
Only boring B-4 was advanced in the area of the toe of the slope. This soil exists below
a depth of 8 feet, with a thickness of about 5 feet. This medium stiff to stiff, wet, sandy
lean clay soil was found to have the following measured in-place properties:
Water contents - 24%
Dry unit weight — 100 pcf
Unconfined compressive strength — 0.96 tsf
Classification (Unified) — Sandy Lean Clay (CL)
Kansan Glacial Till — Soil placed by the Kansan -Age glaciers, during the period of
230,000 to 300,000 years ago, exist below the Loveland formation soils of boring B-4.
This deposit was not found within a depth of 20 feet at any of the other three borings. The
upper few feet of this glacial deposit consists of sandy lean clay with gravel, between
depths of about 12 and 16 feet at boring B-4. A layer of rather clean outwash sand was
noted between depths of 17 and 19 feet. This sand layer is conducting groundwater flow.
Sandy fat clay with gravel exists below a depth of about 19 feet.
2.6 Groundwater Data
Groundwater level should be expected to fluctuate seasonally and yearly from the groundwater
readings noted on the boring logs. The evaluator should know the time of year that the borings
were drilled, and the history of when extrapolating water levels at other points in time using the
groundwater readings from these boring logs. The following Table 1 shows the measured
groundwater depths at these four boring locations.
Table 1
Groundwater Levels
Boring
Number
Groundwater Level, Depth below Surface, ft
During Drilling After Drilling After 48 hours
B-1
14
14
12
B-2
18
17.5
15.5
B-3
18
17
8.5
B-4
18
18 1
9.2
SCHEMMER 4 November 15, 2019
Transformation Hill, Blair, NE
07414.002
3.0 ENGINEERING FINDINGS and RECOMMENDATIONS
3.1 Project Summary
The engineering recommendations made in this Report are based on our understanding of the
project as discussed in the following paragraphs. The recommendations are valid for a specific
set of project conditions. If the characteristics of the project should change from those indicated
in this section, it is important that the Schemmer geotechnical engineer be informed so that we
can determine whether and how any new project conditions affect our geotechnical
recommendations.
The City of Blair has repurposed a portion of the Dana College land as a single family residential
development. Thirty house lots are being developed on the flat floodplain found to the west of
Couble Creek and south of Hanson Drive. No data concerning the proposed residences has been
provided. However, we understand that basements are desired and estimate these homes will
look like other houses that currently exist in the area. Houses in the area are usually single story
with some two-story houses observed.
During placement of buried utilities below Krejci Boulevard, areas of high groundwater table were
observed by others. The City of Blair requested this exploration to measure groundwater levels
within this new subdivision and also determine soil strength properties.
3.2 Geotechnical Findings
Groundwater level readings are provided in Table 1 above. Please note that the groundwater
levels vary at the boring locations. It is normal that groundwater levels vary with the variations of
the geology at any site. It is usual within most floodplain areas where a deeply entrenched
channel exists to have the groundwater level vary greatly across the site. The channel is an outlet
for groundwater and I estimate that some seepage of groundwater continuously occurs from both
sides of the creek channel above the normal creek water level.
Movement of water through the soil requires pressure, and this pressure exists in the form of
"head" or change in the water level. Therefore, we normally find the groundwater level to rise
within a floodplain as one traverses away from the entrenched channel to the adjoining hillside.
The rate at which the groundwater table rises with distance from the entrenched creek channel is
dependent upon the type of soils within the floodplain and the source(s) of groundwater flow to
the area. Table 1 show that the groundwater level at the two borings on the creek -side of Krejci
Boulevard (Borings B-1 and B-2) is significantly lower than the measured water levels of borings
B-3 and B-4 on the upland side of Krejci Boulevard.
At this site, we have a mixture of low plasticity silt, medium plasticity lean clay, and highly plasticity
fat clay. Fat clay usually has lower permeability than silt and lean clay. A greater change in water
head is required to move the groundwater laterally through lower permeability soil when compared
to high permeability soils. The boring data also show that the soil conditions vary across the site.
Rather similar soil layers exist at borings B-1 through B-3, but the thickness of the layers and the
depths of the layers below the surface vary somewhat.
SCHEMMER 5 November 15, 2019
Transformation Hill, Blair, NE
07414.002
A layer of alluvial clay more associated with the creek flood deposition was noted in boring B-1,
but not at the other borings. This observation suggesting that soil conditions at boring B-1 and
extending to the creek are more consistent with creek-type soils and the soils at the other three
boring locations are more consistent with edge of hill slope-type borings. These findings also
affect the relative groundwater condition at the site.
The glacial till soils found in boring B-4 are expected to cause the groundwater level to be perched
above these more dense soil layers. Therefore, regardless of the amount of rainfall or'lack of
rainfall, we would expect the groundwater level to remain perched above the dense glacial soils
at this site. Although glacial soils were found only at the boring B-4 location, it is possible that the
glacial soils may extend below other lots of this subdivision.
The sources of groundwater at this site appear to be surface water infiltration and the effects of
soil layers below the surface which keep the groundwater level at the current levels. Higher than
average precipitation can cause a rise in the groundwater levels of the site. Lower than average
precipitation can be expected to cause some decrease in the groundwater levels at portions of
this site. In addition, a sand layer was noted between depths of 17 and 19 feet within the glacial
till soils of boring B-4. Sand seams within glacial till formations of this area are notorious for
conducting seepage water from the surrounding hill area to other locations in the near vicinity of
the sand layers.
Relative soil bearing strength can be used to assess the elevation of the rather normal
groundwater level for a particular location. Soil subjected to many wetting and drying cycles over
many tens of thousands of years will gain strength due to the wetting and drying cycles. However,
these cycles cannot occur below the normal groundwater table level. Alluvium and colluvium soils
are placed in a rather loose and soft condition and will develop strength only after a period of time
and due to cyclic wetting and drying. At this site, the colluvium and alluvium soils of borings B-1
through B-4 are found in a medium stiff to very stiff condition above the groundwater level and
exist in a soft condition below the groundwater level. This observation suggest to us that the
measured groundwater levels are the normal levels of the area, and were not significantly
impacted by the previous several months of higher than average rainfall within this area.
The glacial till soils of boring B-4 consist of strong clay and sand materials. Because glacial soils
are placed to a relatively strong condition, they are not typically further strengthened by wetting
and drying cycles caused by variations in the groundwater level.
During the time that the 48-hour groundwater levels were measured, I noted that a significant
stream of water was flowing down the west curb of Krejci Boulevard from the cul-de-sac at the
south end of the street to the storm inlet at about Station 27+80. A review of the area topographic
maps and review of historic aerial photography found that the cul-de-sac apparently crosses a
natural drainage swale, draining water from a portion of the hill to the west of the cul-de-sac. Rain
had fallen on the site the previous day and my review of the area of the drainage flowing to the
swale on an area topographic map suggests that the drainage area is not very large. I did not
expect to observe this amount of flow at this location, since the rainfall had stopped more than
several hours prior to this time. This continued water flow observation suggests to me that there
is a potential that a shallower groundwater level might exist for the lots to the southwest of boring
B-3 when compared to the groundwater level measured at boring B-3.
We must note that construction of a house basement above the groundwater level does not
guarantee a dry basement condition for the home owner. This engineer has monitored many
homes built well above the groundwater level that had excess moisture problems in the
SCHEMMER 6 November 15, 2019
Transformation Hill, Blair, NE
07414.002
basements. This engineer has also monitored house basements built below the groundwater
level that have no moisture problems. Since basements are inserted into moist to wet ground,
the natural diffusion of moisture from a higher concentration to a lower concentration will always
cause moisture to accumulate in all basement areas. It is not possible to dry the soils outside of
the basement area, since this is not an arid climate. The soils around and below all buildings in
this area will remain moist to very moist, at a much higher moisture condition than considered
suitable in a basement. The key to a suitably dry basement is to remove the humidity as it diffuses
into the basement area through air exchange. Keeping furnace vents open, running fans, and
dehumidifying closed basement spaces will remove excess humidity before that humidity can
condense on cool floor and wall surfaces.
3.3 Soil Strength Findings
A review of the soils sample strength properties measured from these borings found a trend
related to the measured groundwater level at the four boring locations. The soils into which any
basements at this site will be placed were deposited by water action. Firm to very stiff soils were
found above the measured groundwater level. Soft soils were found below the groundwater level.
This boring data suggests to us that lightly loaded footings of homes having up to 2 stories above
the basement level can be properly supported by the in-place soils when the footings exist at least
3 feet above the existing, measured groundwater levels.
This strength data was obtained at only four locations across this 30 -lot subdivision. There is a
potential that soil strength may vary across the site. If a builder or his excavation subcontractor
expose soft soils at the base of footing excavations, we recommend that they contact a
geotechnical professional. The geotechnical professional will be able to provide specific
recommendations to provide proper bearing support of the proposed structure at that location.
3.4 Conclusions
Groundwater levels were measured at 4 locations within the 30 -lot portion of the Transformation
Hill Subdivision located along Krejci Boulevard and south of Hanson Drive in Blair, Nebraska.
Groundwater level measurements are provided in Table 1 above. The data show the groundwater
level is at shallower depths to the hill side of Krejci Boulevard compared to the depths to
groundwater on the creek side of the street.
On the creek side of the street, Borings B-1 and B-2 found groundwater levels at depths of 12
and 15.5 feet below surface grade. These data suggest that full basements to a depth of about
7 feet below existing grade are suitable in the area of these borings.
On the hill side of the street, Borings B-3 and B-4 found groundwater levels at depths of 8.5 and
9.5 feet below existing grade. These data suggest that basements placed into the ground to a
depth of no deeper than about 4 to 5 feet are appropriate on this side of the street. Other
basement depths may need to be considered, based on the groundwater level found at the time
of construction.
SCHEMMER 7 November 15, 2019
Transformation Hill, Blair, NE
07414.002
4.1 Soil Sampling
The test borings were made with a truck -mounted CME 75 drilling and sampling rigs using 4 inch
diameter solid -stem continuous -flight augers. Relatively undisturbed samples of cohesive soils
were obtained with thin-walled tube samplers (Shelby tubes) in general accordance with ASTM
D1587 -08(12)e1. These samples were packaged in appropriate containers and brought to our
laboratory. Select samples were evaluated for in-place unit weight and strength.
4.2 Soil Classification
As the samples were obtained in the field, they were visually and manually classified by a drill
technician in general accordance with ASTM D2487-11 and D2488 -09a. Representative portions
of the samples were then returned to the laboratory for further examination and verification of field
classification. Logs of the borings indicating the depth and identification of the various strata,
water level information, and pertinent information regarding the method of maintaining and
advancing the drill holes are included in the Appendix. Charts illustrating the soil classification
procedure are also included in the Appendix.
This Report has been prepared for the exclusive use of our client. The recommendations
contained in this Report represent our professional opinions. These opinions were arrived at in
accordance with currently accepted engineering procedures at this time and location. Other than
this, no warranty, either expressed or implied, is intended.
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
� A.
the laws f the State of Nebraska.
l0 / /
KLOSTEtZR�'tANN '4f+-�... Date: 1//1' (2 e t j
E-6498 Loras A. Klostermann, P.E. #E-6498
Geotechnical Engineer
My license renewal date is December 31, 2019
Pages or sheets covered by this seal: All pages
SCH=_MWR 8 November 15, 2019
Transformation Hill, Blair, NE
07414.002
v
uitj U4 Ll I DO DA,
It40 LOT 41 LOT 412
gfi
19,919,
HIM
4
W1� y
+B-1
AT 51 LOT 52 LOT 53 LOT 54 LOT 55 LOT 56 LOT 57 BORING LOCATION PLAN
Transformatlon Hill
Blair, Hobraoha
Schmmu No -07414,002
IAT 28 LOT 29 LOT 30 LOT 31 LOT 32 LOT Xkl
LOT 34 LOT 35
3
, 035
"
LAT 36
L )T 37
LOT
L,w
E
It40 LOT 41 LOT 412
gfi
19,919,
HIM
4
W1� y
+B-1
AT 51 LOT 52 LOT 53 LOT 54 LOT 55 LOT 56 LOT 57 BORING LOCATION PLAN
Transformatlon Hill
Blair, Hobraoha
Schmmu No -07414,002
IAT 28 LOT 29 LOT 30 LOT 31 LOT 32 LOT Xkl
LOT 34 LOT 35
3
, 035
"
—rw
ex
id w r.
L,w
E
B-2
LOT 43 LOT 44 LOT 45 LOT 46 LOT 47 LOT 48
LOT 49 LOT So
-Uot— -v U*T-
C
C
c
a
C
a
a
u
u
C
u
The SchemmerAssoclatesInc, BORING NUMBER B-1
1044 N 115th Street, Suite 300 PAGE 1 OF 1
Omaha, NE 68154-4436
Design with Purpose. Build with Confidence. Telephone: 402-493-0800
Fax 402-493-7951
CLIENT CitV of Blair Nebraska PROJECT NAME Transformation Hill Subdivision - Geotechnical
PROJECT NUMBER 07414.002 PROJECT LOCATION Blair, Nebraska
DATE STARTED 10/9/19 COMPLETED 10/9/19 GROUND ELEVATION HOLE SIZE 4 inches
DRILLING CONTRACTOR O'Malley Drilling Inc. GROUND WATER LEVELS:
DRILLING METHOD 4" OD Continuous Flight Auger V AT TIME OF DRILLING 14.00 ft
LOGGED BY C. O'Malley CHECKED BY L. Klostermann 1 AT END OF DRILLING 14.00 ft
NOTES E Side of Krejci Blvd North Bore Lot 55 48hrs AFTER DRILLING 12.00 ft
ATTERBERG
F
W
o
z
e
LIMITS
W
H
H I
O
0-0
MATERIAL DESCRIPTION
00
j O
(7) w
0= Q
a
w
w
>
z Q
U
w w
I—
00
a.~'
W
�J
Q-=
0�
m0>
`�"
QF—
F�
C7
¢Z
0
C)Z
�
U
�_i
�J
�Z
�—
W
Z
<
D
d
0
D
0
0
'—' `.
Topsoil, 6 inches Thick
(CL) Fill, Lean Clay with Sand, medium to high plasticity,
gray brown, moist, stiff, carbon nodules, ferrous stains,
calcareous nodules, earthy odor
UD
1
67
4.50+
(CL) Weathered Colluvium, Lean Clay, medium plasticity,
very dark gray, moist, very stiff, carbon nodules, ferrous
stains, blocky, root hairs, root holes, organic decay odor
(CL) Colluvium, Lean Clay, medium to high plasticity, very
dark gray brown, very moist, stiff, carbon nodules, ferrous
UD
72
1.50
29
93
1.739
stains, mealy, layered, silt partings, root holes, earthy odor
2
5
Color change to dark gray brown and becomes medium stiff
below 5 feet
UD
3
89
1.50
29
(CL) Alluvium, Lean Clay, medium plasticity, olive gray and
dark gray, very moist to wet, medium stiff, carbon nodules,
ferrous stains, layered, mealy, root holes, earthy odor
4D
83
1.50
29
94
0.812
10
NF
(CL) Colluvium, Lean Clay, medium to low plasticity, gray,
wet, soft, few carbon nodules, few ferrous stains, numerous
calcareous nodules and stringers, layered, mealy, rew root
holes, earthy odor
i
UD
89
0.50
5
15
(ML) Colluvium, Silt, low plasticity, gray and brown mottled,
wet, loose, carbon nodules, ferrous stains, layered, mealy,
few root holes, calcareous nodules, earthy odor
UD
6
100
0.25
20
Bottom of borehole at 20.0 feet.
The SchemmerAssociatesInc, BORING NUMBER B-2
IMEMM ram 1044 N 115th Street, Suite 300 PAGE 1 OF 1
Omaha, NE 68154-4436
Design with Purpose. Build with Confidence. Telephone: 402-493-4800
Fax. 402493-7951
CLIENT City of Blair Nebraska PROJECT NAME Transformation Hill Subdivision - Geotechnical
PROJECT NUMBER 07414.002 PROJECT LOCATION Blair Nebraska
DATE STARTED 10/9/19 COMPLETED 10/9/19 GROUND ELEVATION HOLE SIZE 4 inches
DRILLING CONTRACTOR O'Malley Drilling Inc. GROUND WATER LEVELS:
DRILLING METHOD 4" OD Continuous Flight Auger VAT TIME OF DRILLING 18.00 ft
LOGGED BY C. O'Malley CHECKED BY L. Klostermann 1 AT END OF DRILLING 17.50 ft
NOTES E Side of Krejci Blvd South Bore Lot 48 48hrs AFTER DRILLING 15.50 ft
ATTERBERG
F
W
o
z
o
LIMITS
W
U
U
W
> _
F_ W
�Z�
4W.
�^
WZ
H�
U'
I-
��
0_ v
=U'
< O
MATERIAL DESCRIPTION
m
d?
W�
p
m
F-�
v
n
W,
v
�
o
U
W
O>
UZ
U
z
Z
O
QZ
W
of
O
o
O
U
o
U
aJ
0-
Z
0
LL
Topsoil, 6 inches Thick
(CL) Fill, Lean Clay with Sand, medium to high plasticity,
gray brown, moist, stiff, carbon nodules, ferrous stains,
calcareous nodules, earthy odor
U�
100
.50+
1
(CL) Weathered Colluvium, Lean Clay, medium to high
plasticity, very dark gray, moist, very stiff, carbon nodules,
ferrous stains, blocky, root hairs, root holes, organic decay
odor
(CL) Colluvium, Lean Clay, medium plasticity, dark brown,
UD
67.50+
25
96
2.503
very moist, very stiff, carbon nodules, ferrous stains,
2
5
layered, root holes, earthy odor
Becomes stiff below 5 feet
UD
3
61
2.00
26
Color change to light brown below 8 feet
UD
89
1.00
28
91
1.124
4
10
(CL) Colluvium, Lean Clay, medium to low plasticity, gray,
very moist to wet, medium stiff to soft, few carbon nodules,
few ferrous stains, numerous calcareous nodules and
stringers, layered, mealy, rew root holes, earthy odor
UD
5
78
1.00
15
4
(ML) Colluvium, Silt, low plasticity, gray and brown mottled,
wet, loose, carbon nodules, ferrous stains, layered, mealy,
few root holes, calcareous nodules, earthy odor
1
i
-
UD
61
0.50
i
i
6
20
' Bottom of borehole at 20.0 feet.
i
i
i
i
The SchemmerAssociatesInc. BORING NUMBER B-3
ERM V=R 1044 N 115th Street, Suite 300 PAGE 1 OF 1
Omaha, NE 68154-4436
Design with Purpose. Build with Confidence. Telephone: 402-493-4800
Fax: 402-493-7951
CLIENT City of Blair Nebraska PROJECT NAME Transformation Hill Subdivision - Geotechnical
PROJECT NUMBER 07414.002 PROJECT LOCATION Blair, Nebraska
DATE STARTED 10/9/19 COMPLETED 10/9/19 GROUND ELEVATION HOLE SIZE 4 inches
DRILLING CONTRACTOR O'MalleV Drilling Inc. GROUND WATER LEVELS:
DRILLING METHOD 4" OD Continuous Flight Auger Q AT TIME OF DRILLING 18.00 ft
LOGGED BY C. O'Malley CHECKED BY L. Klostermann 1 AT END OF DRILLING 17.00 ft
NOTES W Side of Krelci Blvd South Bore Lot 33 48hrs AFTER DRILLING 8.50 ft
ATTERBERG
H
(�
W
0
o
(A W
W
e
�
(D
LIMITS
w
F-
T-
Wd
_
�ZJ
nW
WZ
~�
U
Z
_(�
Q-0 p
MATERIAL DESCRIPTION
w m
W�
>
Q
H4�
W
¢ W
z Q
:D
W4
I—
F: t=
v
o
W
��
�z
OUB
mOUZ
Uv
�z
�v
c=7�
U)
<q�
C7
Q
W
O
O
(�
:3
a�
Z
g
Z
o
a
v
o
=
LL
0
Topsoil, 6 inches Thick
(CL) Colluvium, Lean Clay, medium plasticity, dark brown,
very moist, medium stiff, carbon nodules, ferrous stains,
layered, root holes, earthy odor
UD
67
1.75
1
Color change to brown below 3 feet
UD
72
2.00
26
99
0.662
2
5
(CL) Colluvium, Lean Clay, medium to low plasticity, gray,
very moist to wet, medium stiff to soft, few carbon nodules,
few ferrous stains, numerous calcareous nodules and
stringers, layered, mealy, few root holes, earthy odor
UD
89
1.50
25
3
UD
100
0.50
27
97
0.477
4
10
(ML) Colluvium, Silt, low plasticity, gray and brown mottled,
wet, loose, carbon nodules, ferrous stains, layered, mealy,
few root holes, calcareous nodules, earthy odor
UD
94
0.50
5
15
1
Q
UD
100
0.50
i
6
20
Bottom of borehole at 20.0 feet.
i
i
i
i
i
TheSchemmerAssociatesInc, BORING NUMBER B-4
1044 N 115th Street, Suite 300 PAGE 1 OF 1
Omaha, NE 681544436
Design with Purpose. Build with Confidence. Telephone: 402-4934800
Fax: 402493-7951
CLIENT City of Blair Nebraska PROJECT NAME Transformation Hill Subdivision - Geotechnical
PROJECT NUMBER 07414.002 PROJECT LOCATION Blair, Nebraska
DATE STARTED 10/9/19 COMPLETED 10/9/19 GROUND ELEVATION HOLE SIZE 4 inches
DRILLING CONTRACTOR O'Malley Drilling Inc. GROUND WATER LEVELS:
DRILLING METHOD 4" OD Continuous Flight Auger V AT TIME OF DRILLING 18.00 ft
LOGGED BY C. O'Malley CHECKED BY L. Klostermann TAT END OF DRILLING 18.00 ft
NOTES W Side of Krelci Blvd North Bore, Lot 40 48hrs AFTER DRILLING 9.20 ft
ATTERBERG
wo
z
v
H
LIMITS
W
I
U
y
I—
W
F_
U
_(D
a
DESCRIPTION
�X
w m
> _
W�
UW
�Z�
d
t
w
wZ
F w
F
z a
Q
W4^
G
f—
z�
_
p
��
MATERIAL
>¢
UUP
UUz
U`�
}"
5=7
1=1—
U�
U
W
n -Z
�Z
oo
�-'gJgZZ
_
�0
W
U)o'
d
o
w
0
Topsoil, 6 inches Thick
(CL) Weathered Colluvium, Lean Clay, medium plasticity,
very dark gray, moist, very stiff, carbon nodules, ferrous
stains, blocky, root hairs, root holes, earthy odor
UD
100
2.50
1
(CL) Colluvium, Lean Clay, medium to high plasticity, very
dark gray brown, very moist, very stiff to stiff, carbon
nodules, ferrous stains, mealy, layered, silt partings, root
2D
78
1.50
26
96
2.108
holes, earthy odor
5
UD
3
100
1.00
28
(CL) Loveland Formation, Sandy Lean Clay, medium
plasticity, wet, medium stiff to stiff, carbon nodules, ferrous
Y stains, calcareous nodules, fine sand grains, root holes,
4D
2.75
24
100
0.961
trace fine gravel, mealy, earthy odor
100
10
(CL) Kansan Glacial Till, Sandy Lean Clay with Gravel, low
to medium plasticity, light gray, wet, very stiff, carbon
nodules, ferrous stains, calcareous nodules and stringers,
earthy odor
UD
78
2.50
5
15
(SP) Kansan Glacial Outwash, Poorly Graded Sand with Silt,
non -plastic, gray and brown, wet, medium dense, mainly
medium sand grains, with fine and coarse sand grains, trace
gravel
(CH) Kansan Glacial Till, Sandy Fat Clay with Gravel, high
OF—
plasticity, gray and brown mottled, wet, very stiff, carbon
nodules, ferrous stains, calcareous nodules, earthy odor
UD
100
.50+
6
20
Bottom of borehole at 20.0 feet.
i
N pp
00
N N
M
N N O
> r O
Q
O i
¢
N N
C7 CN
> Cl)
N U1 ^ N
j n
c
N O t
C') U U_
J
O
m
}
U)
N
O
(9
0 o
Z
C)
N
O
Z O
¢
N
r
N
O
U
Q
O
r
LL
(L
Cn
J
Q.
U
U`
O
'
w cn
Z
Z
O0
m
O
m
J
a
O
�
¢
LL
J
Z
W M
r M
Lq V
O CA
V/
Z
o
O r
L6 (O
X04 1-
M N
`n
OU
W
VW
Z
-
w
N
tl-
0 LL
M
(0
W
Cl)
Z U
6
r O
N r
O O
N O
W
W
m rn W
OM0
o m
rn m
z J
Ur
¢
o
Wcq
0 0
�
n
U.��
m
o 0
0 0
0 0
0 0
J
0
C)
(o r
Co
r (n
rn rn
(q r
rn rn
rn rn
rn
orn
QC
zo
�
G
m
W rn
M O
r o
r M
c
W G� U
F-
D
O
co
°'
Z_
r
c�
r r
i� CA 1--
r IIt O
r
/W
11
V
C
O
2 Z
CA 6 m ) O
N N N
V' 04 N
N N N
O d' CO
N N NN
w tO
N ` It
N
N N
S
ZO
�
U
7
t6
.
U)
t
_
(i
J 1-
(n (�
((1
L6 (C)
L6 L6
Y
_
$
n.z
Z
N
U> J
m
m
W
(o rn
Cl)
o N
co Lo
LO
r
o m
Mo
vim-
N
Z
d
�¢
oNo
N N
o
N N
W
m
>
m
< ❑
N N
N N
4
U
W
O
J t=-
LO U) LO O N
N C r Iq to
ti') r N
CV t() I' Lq Lq
DC7 (� «') O r N
to r LIR
to r N
N ((') I� Iq UC
0
W
Q
V
w
¢
Lq
r M (4 00 Cl) c0
LO
r M (O 06 M M
N
r M (� of M
to
r M (O c6 M c0
e
d
U
O
O
r r
rr
rr
r r
J
JI
r N M 'cr' to O
r N
7N M 'q- to CO
r N M to (fl
a p
DDD ❑❑ �
� �❑❑❑ �
❑ � �❑❑ O
� � �❑❑ �
U)
(9
Z
Z
pp
CV
co
M
00
(Y1
ca
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
(Based on Unified Soil Classification System)
ASTM: D 2487
1r s If fefd sample contained cobbles or
boulders, or both, add "with cobbles or
boulders, or both" to thegroup name.
° Gravels with 5 to 1: 1 fines require dual
symbols:
GW -GM well -graded gravel with silt
GW -GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly gradedgravel with clay
° Sands with 5 to 12% fines require dual
symbols:
SW -SM well -graded sand with silt
SW -SC well -graded sand with clay
SP -SM poorly graded sand with silt
SP -SC poorly graded sand with clay
6(
F If soil contains > 15% sand, add "with sand" to
grqup name.
If fines classify as CL -ML, use dual symbol GC -
GM, or SC -SM.
" If fines are organic, add "with organic fines" to
group name.
I If soil contains > 15% gravel, add "with gravel" to
group f Atte berg limits plot in shaded area, soil is a
CL -ML, silty clay.
For clossificotion of fine- rained soils
SIEVE ANALYSIS
Soil Classification
Criteria
for Assigning Group Symbols
and Group Names Using
Laboratory Tests
Group
Group Namen
i
Equotionof e -line
Symbol
Horizontol of PI -4 to LL -25.5, w/
Coarse -Grained Soils
Gravels
Clean Gravels
Cu > 4 and 1 < Cc < 3'
GW
Well -graded gravel`
More than 50% retained on
No. 200 sieve
More than 50% of coarse
fraction retained on
Less than 5% fines°
Cu < 4 and/or
1 > Cc > 3E GP Poorly
graded
ravel'
z 40
No. 4 sieve
,
Vertical of LL=16 toPI=7 / G
Fines classify as ML of MH
GM
Silty ravel', "
W
aza
then Pi=0.9(LL 8)
Gravels with Fines
More than 12% fines-
Fines classify as CL or CH
GC
Clayey gravel',G.H
Sands
Clean Sands
Cu > 6 and 1 < Cc < 3
—
SW
Well -graded sand
50% or more of coarse
fraction passes
Less than 5% fines°
Cu < 6 and/or 1 > Cc > 3E
SP
Poorly graded sand'
No, 4 sieve
Fines classify as ML or MH
SM
Silty sand',"
Sands with Fines
More than 12% fines"
Fines classify as CL or CH
SC
Clayey sande"'
Fine -Grained Soils
Silts and Clays
Inorganic
Pl > 7 and plots on or above "A" line
CL
Lean clayK• L "'
50% or more passes the
No. 200 sieve
Liquid limit less than 50K•1,M
PI < 4 or lots below "A" line
ML
Silt
(
Liquid limit - oven dried
Organic clW,
Organic
< 0.75
OL
Liquid limit - not dried
Organic silt',',
Silts and Clays
Inorganic
PI plots on or above "A" line
CH
Fat clayK, `.11
Liquid limit 50 or more
PI plots below "A" line
MH
K
Elastic silt L. • „
Liquid limit -- oven dried
Organic clayK• L, E1, P
Organic
< 0.75
Liquid limit — not dried
OH
Organic slit",
Highly organic soils
Primarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material
passing the 3 -in.
(Dao)' K If soil contains 15 to 29% plus No. 200,
Baa ' ,a+t, ..A" -—.1" uhinhavar
1r s If fefd sample contained cobbles or
boulders, or both, add "with cobbles or
boulders, or both" to thegroup name.
° Gravels with 5 to 1: 1 fines require dual
symbols:
GW -GM well -graded gravel with silt
GW -GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly gradedgravel with clay
° Sands with 5 to 12% fines require dual
symbols:
SW -SM well -graded sand with silt
SW -SC well -graded sand with clay
SP -SM poorly graded sand with silt
SP -SC poorly graded sand with clay
6(
F If soil contains > 15% sand, add "with sand" to
grqup name.
If fines classify as CL -ML, use dual symbol GC -
GM, or SC -SM.
" If fines are organic, add "with organic fines" to
group name.
I If soil contains > 15% gravel, add "with gravel" to
group f Atte berg limits plot in shaded area, soil is a
CL -ML, silty clay.
For clossificotion of fine- rained soils
SIEVE ANALYSIS
SCREEN -IN I SIEVE N0.
and fine- rained racYion o coarse- mine
3 1 14, I V. V. 4 IO 20 40 60 140 2,,0
,co
i
$o s.
i
Equotionof e -line
Horizontol of PI -4 to LL -25.5, w/
z
then PI=0.73 (LL -20) ° /
Q
W
i
~
z 40
Equot Ion of"U"-line
,
Vertical of LL=16 toPI=7 / G
,
.t
cwcr
W
aza
then Pi=0.9(LL 8)
I
t
W
( a> (L
MH oR OH
—
MLGN OL ----
- ---
(
IV 10 4V oV vV w vv •.. .... .__
LIQUID LIMIT (LL)
FIG.a Pinsilchy chart
is predominant. -
If soil contains > 30% plus No. 200,
predominantly sand, add sandy" to group
name.
m If soil contains > 30% plus No. 200,
predominantly gravel, add "gravelly" to
group name.
" PI > 4 and plots on or above "A" line.
° PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
° PI plots below "A" line.
o PARTICLE SIZE IN MILLIMETRES
deo 15 tL, (2.5)2
Cum-�a0,p75=2fi0 CC- C1I, 0coa DA75x15 ^5.6
FIG. 5 Cumulative Particle -Size Plot
S C' H M M ,:
D sfgrr i0th Purpnso, Build with Gmfrdvmo.
SIEVE ANALYSIS
SCREEN -IN I SIEVE N0.
3 1 14, I V. V. 4 IO 20 40 60 140 2,,0
,co
i
i
z
Cc) ®ISmm i
<
W
i
~
z 40
-� ,�- _ _;
60 Z
,
.t
cwcr
W
aza
I
t
W
( a> (L
o PARTICLE SIZE IN MILLIMETRES
deo 15 tL, (2.5)2
Cum-�a0,p75=2fi0 CC- C1I, 0coa DA75x15 ^5.6
FIG. 5 Cumulative Particle -Size Plot
S C' H M M ,:
D sfgrr i0th Purpnso, Build with Gmfrdvmo.
0 #0► -. ►s
SS
Split -Barrel - 2" O.D„ Unless Otherwise Noted
UD
Thin -Walled Tube - 3" O.D., Unless Otherwise Noted
GB
Bag Sample - From Cutting, Unless Otherwise Noted
T
Test Pit Grab Sample
REC
Sample Recovery, Percent
NSR
No Sample Recovered
NMR
No Measurement Recorded, Due to Drilling Fluid
NONE
No Groundwater Level Encountered Within Drilling
0.50-1.00
Depth
MOIST
Moisture Condition
CONS
Consistency
SOIL CLASS: Soil Classification per ASTM D 2487, Unless
Very Stiff
Otherwise Noted (Unified System Symbols)
Fish
Fish Tail Drilling Bit
CFA
Continuous Flight Auger
HSA
Hollow Stem Auger
SOIL DESCRIPTION ABBREVIATIONS
med. Medium, as in Medium Stiff or Medium Dense
sl. Slightly, as in Slightly Moist
MC Moisture Content - % of Dry Sol] Weight (ASTM D 2216)
SAT. Saturation of Sample - %
q" Unconfined Compressive Strength (ASTM D 2166)
STRAIN Strain at Maximum Strength (ASTM D 2166)
LL Liquid Limit (ASTM D 4318)
PL Plastic Limit (ASTM D 4318)
PI Plasticity Index (ASTM 4318)
PASSING No. 200: Passing No. 200 Sieve (ASTM D 422)
Groundwater Level Measurement
CONSISTENCY OF COHESIVE (CLAY) SOILS
(SILT AND SAND)
Description
Sieve Size
Unconfined Compressive
Boulder
Strength, qu (tsf)
Consistency
N - blows / foot
< 0.25
Very Soft
< 2
0.25-0.50
Soft
2 - 4
0.50-1.00
Medium Stiff
5.8
1.00-2.00
Stiff
9-15
2.00-4.00
Very Stiff
16-30
> 4.00
Hard
> 30
ADDITIONAL SYMBOLS
Pq Penetrometer Reading - tons per square foot
Ts Torvane Reading - tons per square foot
SPG: Specific Gravity (ASTM D 854)
SHL ; Shrinkage Limit (ASTM D 427)
OC Organic Content
pH Hydrogen Ion Content
SC Sulfate Ion Content - Parts/Million or mg/L
CC Chloride Ion Content- Parts/Million or mg/L
C* One -Dimensional Consolidation (ASTM D 2435)
Qc* ; Triaxial Compression
DS* : Direct Shear (ASTM D 3080)
K* Coefficient of Permeability - cm/sec
LR Laboratory Resistivity - Ohm -cm (ASTM G 57)
RQD : Rock Quality Designation - Percent
* See attached data sheet or graph, if used.
Notes:
1. Standard "N" Penetration (ASTM D 1586): Blows
per foot of a 140 pound hammer falling 30 inches
on a 2 inch OD split -barrel sampler.
2. Water levels shown on the boring logs are the
levels measured in the borings at the time and
under the conditions indicated. In pervious soils,
the indicated levels may reflect the location of the
groundwater. In low permeability soils, the
accurate determination of the groundwater levels
Is not possible with only short term observations.
Please note that groundwater levels vary with
time and location.
RELATIVE DENSITY OF GRANULAR SOILS
N - blows / foot
0-3
4-9
10.29
30-50
> 50
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
RELATIVE PARTICLE SIZES
TERMINOLOGY DEFINITIONS
Description
Sieve Size
Boulder
> 12" (+ 300 mm)
Dry
Powdery, No apparent moisture
Cobble
3" - 12" (75 mm - 300 mm)
Slightly Moist
Can feel moisture, but soil won't retain shape
Gravel
when remolded
Coarse
3/4" - 3" (19 mm - 75 mm)
Moist
Can feel moisture, Will remold easily, yet
Fine
#4 - 3/4" (4.75 mm - 19.0 mm)
crumbles upon kneading
Sand
Very Moist
Can feel much moisture, Molds easily and
Coarse
#10-#4 (2.0 mm - 4.75 mm)
does not crumble when kneaded
Medium
#40 - #10 (0.425 mm - 2.0 mm)
Wet
Saturated, Above liquid limit moisture content
Fine
#200 - #40 (0.075 mm - 0.425 mm)
Water -Bearing
Pervious soil below water level
Silt and Clay
Passes #200 (- 0.075 mm)
Classification as Silt or Clay Based on Plasticity
mwm