Senior Clinic II
Soil Monitoring
SOIL MONITORING FOR EDUCATIONAL APPLICATIONS:
SENIOR CLINIC II
TINA CONROY
DREW DEFINIS
MAY 4, 2000
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ABSTRACT
The soil monitoring Senior Engineering Clinic project for the Spring 2000 semester
focuses on the development and understanding of geotechnical field and laboratory
equipment.
The main objective is to incorporate various laboratory and field soil
analysis techniques into Freshmen and Sophomore Clinics, as well as into standard
undergraduate Geotechnical Engineering courses. The currently available laboratory
equipment includes the direct shear, flexible wall permeameter, and the consolidation
apparatus. Field equipment to be utilized includes soil augers, soil sampling equipment,
infiltrometer, and a soil moisture meter.
All of the above will be assembled and
appropriate operations manuals developed.
A second project deliverable involves the
selection of a suitable instrument to measure soil pH and moisture content. The final
objective of the project is to construct a web page, which will document progress and
display work. To date, the project team has recommended a soil pH and moisture
content meter; assembled, documented and tested the soil consolidation apparatus;
assembled, documented and ran a needed deaerator; assembled and prepared the Little
Beaver auger; and composed a project web page.
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PROJECT OBJECTIVES
The soil monitoring Senior Engineering Clinic project for the Spring 2000 semester
focuses on the development and understanding of geotechnical field and laboratory
equipment. This task is in preparation for the broader objective of incorporating this
equipment into Freshmen and Sophomore Clinics, as well as standard courses in
Geotechnical Engineering. The direct shear, flexible wall permeameter, and the
consolidation apparatus are the laboratory equipment to be utilized. A user’s manual is to
be developed. Soil augers, soil sampling equipment, infiltrometer, and a soil moisture
meter are to be assembled along with development of a user’s manual.
The
determination of a suitable instrument to measure soil pH and moisture content is another
deliverable of the project. With the understanding of their operation, field activities and
laboratory experiments using such equipment will be devised for the Freshmen and
Sophomore Clinics. A final objective is the construction of a web page to document
progress and display work.
COMPLETED WORK
The project began with a thorough review of possible soil moisture content devices.
Based on our findings, a recommendation was made for a specific moisture meter. A
web page has been constructed and updated weekly. The following objective was to
develop procedures for the direct shear, flexible wall permeameter, and the consolidation
apparatus. The consolidation apparatus is the only one of the three testing machines
utilized thus far. A procedure has been developed and three test runs have been
conducted. To date, all trials have been unsuccessful in collecting data. In using the
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consolidation apparatus, it is imperative to use deaerated water. Therefore, a short
procedure was developed for operating the Nold Deaerator. In regards to the field
equipment, testing of the soil auger has been successfully completed. We have also
begun to incorporate the laboratory work with applications for Freshman and Sophomore
clinics. Projects and procedures that introduce geotechnical engineering on an
understandable level have been developed. The following sections of the report will
expand upon these topics.
MOISTURE METER
The desired instrument to measure the moisture content of soils in the field must be both
accurate and economical. The most accurate method involves the use of a nuclear
moisture gauge. This technique offers reliable data, however it is expensive and a license
is required to operate it. This method is therefore both uneconomical, and impractical for
the use of students. Many inexpensive moisture meters were researched. These devices
are mainly suited for agricultural purposes. They do not provide the accuracy needed for
geotechnical analysis, nor feature digital data recording capabilities in the field.
The method recommended is Time Domain Reflectometry (TDR). TDR was originally
developed as a method to detect faults in electronic systems. This technique is currently
applied to soil analysis for geotechnical and agricultural purposes. TDR works by
determining the time it takes an electronic pulse to travel along rods probing into the soil.
The pulse travels through the cable until the probe handle reflects it back to the
instrument. These reflections are analyzed by the TDR system to form travel times. The
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travel times are then automatically converted to water content measurements. Data can
be extrapolated in the field directly to a lap top computer. This technique is accurate,
and more importantly, TDR devices are within our budget. Dr. Sukumaran will make the
final selection from the various TDR units.
CONSOLIDATION APPARATUS
Geotechnical engineering applies principles of soil and rock mechanics to the design of
civil engineering structures (Das, 1998). This is why all civil engineering students learn
its basic principals and theories. One parameter that is essential to civil engineering is the
consolidation settlement. It is the compression of soil layers due to a change in volume
of void spaces in a soil and the relocation and deformation of soil particles. It determines
whether a soil is capable of supporting a given load without significant deformation. The
GEOTest computer controlled back pressure consolidation apparatus measures a given
soil’s consolidation settlement rate at varying pressures. The sections below describe the
theory behind the consolidation test and analysis of resultant data.
Theory of Consolidation Analysis
Precise equipment such as the GEOTest computer controlled back pressure consolidation
apparatus was not always available. Terzaghi developed the original consolidation
testing procedure. This test procedure used an oedometer to measure the increasing pore
pressures in a soil. The soil specimen is placed in a cutting shoe similar to that used in
our procedure (see Appendix c). Two porous stones are placed on either end of the
sample and a specified load is applied to the top with a lever arm. A micrometer dial or
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digital gauge measures compression of the sample. Every 24 hours or so, the load is
doubled. At the end of the procedure, the dry weight of the sample is determined.
Knowing the initial height of the sample was 1 inch and the change in compression of the
soils during the test, a plot of time versus deformation can be created and the change in
void ratio with respect to change in pressure can be determined.
Application of Consolidation Data
Consolidation analysis tests the settlement of a soil under a specified stress. Before a
structure can be built on a soil, it is imperative that the settlement of the soil be known, in
order that the structure does not “sink” or “tilt” (i.e. Tower of Pisa). Sandy soils will
settle almost immediately due to their high hydraulic conductivity where clayey soils
have an extended settling time in the primary and secondary consolidation phases.
The void ratio versus pressure plots illustrates whether a soil’s normally or
overconsolidated. All tests will most likely show some overconsolidation due to release
of pressure during sampling. Fortunately, there is a method to reconstruct the laboratory
results to simulate the actual field results more closely (Das, 1998). This method is
described in Appendix B.
Consolidation Analysis Laboratory
After assembly of the GEOTest computer controlled back pressure consolidation
apparatus, an initial test run was conducted using a loam soil from the laboratory. The
soil was passed through a #4 sieve and saturated before analysis. For test procedure,
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refer to Appendix C. The run was inconclusive when the water from the deaerator was
not transferred to the consolidation dome. It was later determined that the supply
pressure valve had not been opened. The second trial resulted in no data, when the water
reservoir was still left dry. In response for trial three, the deaerator was raised above the
hieght of the dome to supply an elevation head. This was successful. However, due to an
oil leak during trial 2, sufficient pressure was not applied to the sample. For more
information on results, refer to the website.
DEAERATOR
When drinking coffee, tea, or any beverage that needs sweetening, it is common to add
sugar and stir the beverage to dissolve the sugar and sweeten the taste of the drink.
Similarly, air can be dissolved into water through some form of agitation to occupy
approximately 2% of the volume of the liquid at room temperature, or 10,000 parts per
billion (ppb) dissolved oxygen. The amount of dissolved air fluctuates with temperature,
but for the purpose of testing soil the water utilized will most likely be at standard
temperature.
The removal of air from a liquid (i.e. water) is a process known as deaeration.
Deaerating water for the purpose of measuring consolidation in soil specimens is an
important preparation before soil consolidation analysis. Any air introduced into the
pressurized consolidation apparatus can adversely influence the results. Air in the water
could invoke damage to the apparatus through introduction of air into the system. The air
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supplies oxygen promoting algal growth. The growth in turn disrupts the pressures in the
system yielding inaccurate results.
The premise behind deaeration involves a process known as nucleation. Air can be
removed from water by applying a vacuum, but this method alone is slow and inefficient.
The deaerator applies a vacuum while simultaneously breaking apart the water molecules
with a rotating impeller. As the water molecules separate, bubbles of vacuum and
dissolved gas form and rise to the surface. This method can effectively reduce the
quantity of dissolved oxygen to 600 ppb in five to six minutes, producing an acceptable
level of deaerated water for the consolidation testing. For operations of the deaerator,
refer to Appendix D.
FIELD EQUIPMENT
The sole field equipment used this semester was the Little Beaver earth drill & auger. All
other field equipment tools ordered have not yet arrived in their entirety. A tripod to
remove drilled augers was received and assembled. However, due to lack of earth drill &
auger runs, it was not needed. The Little Beaver earth drill & auger engine was started
and let to run for a period of time in order to test the engine. It was then used to drill a
four-foot deep hole into a silty loam soil located on the West side of Rowan Hall. The
use of the auger was a success. With the proper safety precautions needed for any gas
powered engine the auger is easy yet cumbersome to operate. A procedure for starting
and operating the auger is provided in Appendix F. This procedure is a supplement to the
operating manuals provided by the manufacturer. It does not replace them. Any person
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attempting to use the auger must read and understand the safety precautions and
operating instructions provided by the Little Beaver company.
FRESHMEN AND SOPHOMORE CLINIC ACTIVITIES
A major objective of this clinic project is to develop geotechnical field and laboratory
activities for the freshmen and sophomore clinics. These activities should incorporate the
newly purchased field equipment to better illustrate geotechnical-engineering principles.
The activities must provide some source of independent learning, but also be elementary
enough for the underclassmen to understand without a background in geotechnical
engineering. A broad topic with multiple applications is needed to easily integrate the
activity into a general clinic project such as the baseball field project from the fall ’99
semester. We have proposed two topics and have made preliminary procedures for the
activities. Whose topics are as follow:
Water - Content Determination
The water-content of soils is an aspect of geotechnical engineering that is derived from
basic principles, and is of great importance to all civil engineering. Computing the watercontent of soils is an initial test done for all soil examinations prior to the construction of
any structure (building, house, foundation, road, underground tanks, etc.). The results of
such tests can warrant more sophisticated laboratory tests like the consolidation or triaxial
tests. However, the results can also eliminate future tests, which in turn saves time and
money. Computing the water-content is a simple field and lab experiment that can be
applied to broad multidiscipline engineering projects. See Appendix E1 for a proposed
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procedure. This procedure is written assuming the instructor will give an introduction to
geotechnical engineering, and an explanation of the equipment being used.
Soil Permeability
In geotechnical engineering, an important soil property is permeability. When selecting a
material for a landfill cover and liner, soil permeability is essential in order to prevent
seepage of leachate into nearby water bodies. For a sophomore clinic project, students
can be split into teams. An introduction to soil permeability and an application in
geotechnical engineering will be presented. Each team will have a different soil to
analyze. All the teams will collect the final data and select the best soil type for a landfill
application. The procedure for testing can be found in Appendix E2.
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APPENDICES
Appendix A: Glossary of Terms
Immediate Settlement – settlement of a dry moist or saturated soil due to elastic
deformation without a change in the soil’s moisture content.
Primary Consolidation Settlement – settlement of a saturated cohesive soil due to
drainage of pore water.
Secondary Consolidation Settlement – settlement of saturated cohesive soil due to the
plastic adjustment of soil fabrics.
Hydraulic Conductivity – ability of water to flow through soil
Oedometer – consolidationmeter
Normally Consolidated Soil – a soil whose current overburden pressure is its
preconsolidation pressure.
Overconsolidated Soil – a soil whose current overburden pressure is less than its
preconsolidation pressure.
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Appendix B1: Laboratory to Field Results of Normally Consolidated Clay
1. Determine preconsolidation pressure, pc
a. Select a point a where the e-log p plot has a minimum radius of curvature
b. Draw a horizontal line, ab perpendicular to point a
c. Draw a line, ac tangent to the curve
d. Bisect angle abc with a line, ad
e. Draw a line, gh which extends the linear end of the plot up to intersect line ad at
point f
f. Draw a line from f perpendicular to x-axis. This is the preconsolidation pressure, pc
2. Determine field void ration, eo using the equations below:
eo = Hv / Hs
Where:
H = Initial sample height = 1in.
Hs = Height of solids
Hv = Height of voids
Ws
Hs 
AGs  w
Where:
Ws = Dry weight of sample
A = Area of sample
Gs = Specific Gravity of soil solids
w = Unit weight of water
Hv = H - Hs
3.
4.
5.
6.
7.
8.
Calculate 0.4eo
Draw line ab from pc perbendicular to x-axis
Draw horizontal line cd from eo
Draw horizontal line ef from 0.4eo where f is the point where line ef intersects curve
Draw line fg where g is the point where line ab and line cd intersect
Line fg is the virgin/ field consolidation curve.
Appendix B2: Laboratory to Field Results of Overconsolidated Clay
1.
2.
3.
4.
5.
6.
7.
8.
9.
Determine preconsolidation pressure, pc – refer to Appendix B1
Draw vertical line, ab from pc
Determine effective overburden pressure, po – is current applied pressure
Draw vertical line, cd from po
Determine field void ratio, eo – refer to Appendix B1
Draw horizontal line, fg from eo & label intersection with line cd as point h
Draw line, hi & label intersection with line ab as point j
Label 0.4eo conjugate point on curve as k & Draw line jk
Line jk is the virgin/ field consolidation curve.
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Appendix C: Operations of Consolidation Appartatus
1. Preparing Sample
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Clean & weigh cutting shoe
Fill cutting shoe with soil and shave soil flush to cutting edge side
Push soil in with spacer plate as far as spacer plate permits
Shave sample even to flat end of cutting shoe and remove spacer plate
Determine weight of soil sample which is now exactly 1” high
2. Installation of Sample & Placing of Dome
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Check that all knobs are turned clockwise to stop.
Turn power on. Remove dome from base and place to side. Put selector
valve #5 into load position. Put selector valve #28 & selector switch #27
into incremental position. Open vent valve connected to #6. Put selector
switch #26 into “manual” position. Let loading disc move into dome as far
as it can go.
Clean base, pedestal & consolidation ring. Lubricate the “O” rings on the
pedestal & consolidation ring. Lay filter paper on pedestal and trim to fit in
ring. Install ring on base. Push it down to contact the base.
Place cutting shoe flat facedown containing the sample into recess onto of
the ring. Open equalizer valve #13 and purge valve #11 a couple of turns.
Transfer sample from shoe into consolidation ring. Place the two part
(filter paper & stone) spherical blocks into recess on top of the porous
plate holder.
Push dome down onto consolidation ring. Make sure the loading plate is
all the way up. Put selector switch #27 into “off” position. This will allow
the load solenoid valve to move into its top most position. Turn selector
valve #5 into back pressure position. Leave vent valve on #6 open. Open
saturation valve #17.
Check that valve #17 is facing you. If not, lift dome up. Orient it so that
the valve is toward you. Lower it down in a straight position over the
consolidation ring. Push it down to contact the plastic disc under the
base. Rotate it counterclockwise about 1/3 revolution to ENGAGE
BAYONET LOCKS.
Install EDDI onto dome. Plug in power cord and transmission cable to the
connectors on the right and left side of the face accordingly. Do not over
tighten thumbscrew #24.
Connect the tubing from the top of the saturation water reservoir #14 to
connector #15 on the dome. Tighten the nut with a wrench using
moderate force.
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3. Filling in Saturation Water – Applying Back Pressure
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Open equalizer valve #13. Close purge valve #11. Open valve #17 &
attach tubing from the Deaerator. Put selector valve #5 into back pressure
position. Open Vent valve on #6. Fill until overflow reservoir #14 is about
½ full. This might take a while. When enough saturate is in the reservoir,
close valve #17 & disconnect from the Deaerator.
Close vent valve on #6 and put selector valve #5 into load position. Check
that back pressure supply valve #9 is closed.
Check that selector switch #26 is in “manual” position. Turn load pressure
control knob #3 to counter clockwise stop. Open load pressure supply
valve #2. Supply pressure panel meter #4 should know indicate the
available pressure. Record value. Turn load pressure control knob #3
clockwise to obtain 5psi reading on the test gauge. Note that this
pressure is not applied to the sample, because load solenoid valve #19 is
closed.
Look at applied load panel meter #20. It should read “0” +/-1 digit. Open
strain rate valve #29 about 6 turns counter clockwise to make the loading
disc contact the sample. Turn selector valve #28 & selector switch #27
into “gradient” position. When applied load panel meter #20 indicates 2 or
3-digit rise put selector switch #27 into “off” position.
If you wish “zero” readings on the EDDI, press the green button on its
face.
Put selector valve #5 into back pressure position. Turn back pressure
control knob #10 to counter clockwise stop. Open supply valve #9 by
turning it clockwise a fraction of a turn to obtain a 2psi reading on both the
pore pressure #21 and applied load #20 panel meters.
Using purge valve #11 let some saturation water out in quick squirts until
no more air is squirted out. (DO NOT use all the water from the reservoir).
Let this initial back pressure equalize in the sample. Closing equalizer
valve #13 and taking readings on panel meter #21 can check the degree
of equalization. The pore pressure will keep dropping, as long as the
sample is taking in water.
After equilibrium is reached, control may be turned over to the computer.
Select “computer” with switch #26.
4. At End of Computer Test
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When computer completes test, turn switch #26 into “manual” position.
Check that the equalizer valve #13 is open. Put selector switch #27 into
“off” position.
To drain water from the saturation compartment, turn load pressure
control valve #3 clockwise to obtain 5psi reading on panel meter #8. This
supplies pressure for back pressure regulator. Turn back knob #10
clockwise to obtain 2psu reading on panel meter #16.
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Soil Monitoring
Attach drain tube to saturation valve #17, & drain side of chassis up about
2” from the table momentarily to get all water out.
Reduce back pressure to minimum & close valve #9.
Reduce load pressure to minimum by turning knob #3 counter clockwise.
Close supply valve #2 and put selector switch #27 into “Incremental”
position.
Remove EDDI. Turn off power. Disconnect saturation tubing from dome
(#14 from #15).
Rotate dome clockwise to DISENGAGE BAYONET LOCKS.
Insert a good size screwdriver into the groove on the mid height of the
consolidation ring and pry upward to break static friction of “O” ring seal.
Lift off dome and place to side. Be careful NOT to kink any tubing.
Remove spacer block and porous plate. Insert screwdriver into recess on
bottom of ring. Pry it from pedestal.
Push sample out of ring with porous stone.
Wipe off dirt & water from the equipment. Place dome on base for safe
storage.
Check all knobs are turned to clockwise stop position.
Spacer
Plates
Figure 1. Cutting Shoe
Pedestal
Base
Figure 2. Apparatus Platform
Plastic Disc
Porous Plate Holder
O-Ring
Figure 3. Consolidation Ring
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EDDI
Bayonet Locks
Figure 4. Dome
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Appendix D: Operations of Deaerator
Operating the deaerator is rather simple. See figure 5 for an illustration of the device. A
connection for the vacuum is made at the bottom of the basin where a vertical pipe can be
seen rising to the top. Reinforced tubing is used for this connection because the vacuum
will collapse weaker tubing. Water enters the unit from the bottom. It is important to
note that the deaerator is not designed to
DEAERATOR APPARATUS
handle water entering from highpressure sources. Remember to apply
the vacuum before filling the basin with
water. It is recommended to use a
rubber tube from the source of the water
Basin
to the deaerator. In the event that the
vacuum is off when the basin is being
filled, the rubber tube will expand and
burst before any damage is done to the
deaerator. Fill the basin roughly six
inches high then clamp the rubber tube
closed. Before turning the deaerator on,
Deaerated
Water
Supply
be sure to turn the valve in the back
perpendicular to the tube exiting from
the back of the basin to keep water from
Water Source
Vacuum Source
coming out during deaereation. Run the
Figure 5: Connections for the deaerator.
deaerator for five to six minutes, or
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longer until bubbles have stopped rising to the surface. One or two large bubbles might
remain under the circular plate on the bottom of the basin. This is sometimes
unavoidable, but as long as no bubbles are rising the process is a success. If bubbles do
not stop rising after considerable time, a leak has most likely occurred. To remove the
deaerated water, turn the vacuum off and rotate the valve in the back parallel to the
exiting tube.
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Appendix E1: Moisture-Content Procedure
Objective
Determine the amount of water present in a quantity of soil. Compute the watercontent as a ratio of the mass of water present to the total mass of the sample of soil.
w
Mw
 100
Ms
w = percent water-content
Mw = mass of water
Ms = mass of soil sample
Equipment
In the field:
Soil auger (boring tool)
Sampling equipment
Soil moisture meter
Plastic bags
In the lab:
Sample can with lid
Scale
Oven
Procedure
Part 1: (Day 1)
In the Field
1. The class will be divided into groups of three.
2. Teacher and/or upperclassmen assistants will operate the soil auger.
3. Samples will be taken at a depth of every foot. To obtain a disturbed sample,
fill a plastic bag with the removed soil. Do not collect large rocks in the
sample.
4. At each sample depth, a moisture content reading will be recorded using the
moisture meter. Each group will take a sample of soil from different depths.
The total depth reached will depend upon the number of groups.
In the lab
5. Weigh an empty sample can with the lid. Record this mass as Mcan/lid.
6. Fill the sample can with 20 – 40 grams of the sample your group bagged in the
field. Weigh the filled sample can with the lid and record this mass as
Mcan/lid/soil.
7. Label your can and place the sample in the oven with the lid off. It is good
practice to place the lid on the bottom of the can while in the oven so it is not
lost.
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Part 2: (Day 2)
In the lab
1. The sample should be dry by now. Remove the sample and weigh it with the
lid immediately. Record the mass as Mcan/lid/dry soil.
2. Calculate the mass of the soil sample. Ms = Mcan/lid/soil - Mcan/lid
3. Calculate the dry mass of the soil sample. Ms dry = Mcan/lid//dry soil – Mcan/lid.
4. Calculate the mass of the water present. Mw = Ms – Ms dry.
5. With the mass of the soil sample and the mass of the water, compute the
percent water content knowing the relationship stated in the objectives.
Class Discussion of Results
1. Why do we study the properties and behaviors of soils?
2. Compare the moisture contents calculated by all of the groups. Are they close to each
other? Why or why not?
3. Compare the water-contents calculated in the lab to the values recorded in the field
with the moisture meter. Are they similar? Why or why not?
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Appendix E2: Soil Permeability Procedure
Objective
Introduce students to the need for data concerning soil permeability for construction.
Equipment
 Soil Sample
 Permeability Device
 Hose Clamp
 Constant-Head Standpipe
 Timer (stop watch or stop clock)
 500mL to 1000mL Beaker
 1000mL Graduated Cylinder
Procedure
1. Break up into teams. Each team gets a different soil sample to analyze.
2. Weigh cleaned source container. Then the container with the soil sample.
Calculate the sample mass.
Msample = Mcont.+ sample - Mcontainer
3. Use calipers determine permeameter volume, Vp.
4. Calculate sample density.
P = Ms / Vp = [g/cm3]
5. Place a piece of filter paper on top of sample in the mold. Wipe excess dirt
off rim and place a rubber gasket on the rim. Put the now assembled mold
onto the cover and attach a  175mm in length tubing to the outlet pipe.
6. Place permeameter in sink, which is filled about 50mm above the cover.
Allow the water to soak up through the soil until the water level in the soil is
at the same height as the water in the sink. At this equilibrium, the soil is
completely saturated with minimal air voids.
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7. Clamp exit hose. Remove permeameter from sink. Attach clamped water
source tubing to the inlet. Place filter paper on inner ring of base. Place mold
on base. Tighten fasteners.
8. Fill water source tubing and slowly remove clamp from the hose. As sample
fills, slowly remove clamp on outlet tubing to allow trickle. Using the beaker
and timer provided, record the time required to collect 500mL of water.
9. Repeat test two more times and average times.
10. Compare results with other teams in class. Select which soil is best for a
landfill liner. Compare densities.
Diagrams
Outlet
O-Ring
Inlet
Source
Container
Inlet
(Planview of Base)
O-Ring
Outlet
(Sideview)
(Planview of Inside Cap)
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Appendix F: Operations Supplement for Soil Auger
This procedure is a supplement to the operations manual provided
by Little Beaver. Refer to the manufacturer’s operation manual
prior to operation.
Gas & Oil
Make sure the gas tank is full and the oil is filled to the overflow
level of the oil filler plugs located on either side of the engine. They are labeled in the
operations manual as #14 in the engine component diagram. You only have to open one
of them to check and fill the oil. The dipstick for the oil level is accurate, but to start the
engine it sometimes needs more oil then the dipstick reveals. Hence, it is a
recommendation to ignore the dipstick and rely on overflowing the oil filler plug on
either side. If oil is low, the engine will not kick-over.
Before Starting the Engine
1. Switch the on/off engine switch (red switch) to “ON”.
Note: The oil must be filled
to the overflow level. If the on/off switch flashes while starting it, this is an
indication that there is insufficient oil.
2. Properly attach the torque tube.
3. Make sure there is NO auger attached to the handle.
4. Place the kill switch located on the auger handle in the “ON” position.
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To Start the Engine
1. Set the choke lever to the choke position and put the speed lever to the fast speed
(rabbit).
2. Pull the start rope as if you were starting a lawn mower. Starting the engine may
need two people. If the engine does not start, have a second person squeeze the
throttle located on the handle half way in to give the engine some gas while the other
person pulls the start rope.
3. When the engine starts set the choke lever to the run position and allow the engine to
warm up for two to three minutes.
Drilling the Hole
1. Attach the auger into the drive adapter on the bottom of the handle. Make sure it
“snaps” in properly. Operate the auger vertically, not on an angle. When prepared to
drill, increase the speed lever to the high (rabbit) position and pull the throttle lever in
completely. It is always best to operate the auger at full speed.
2. To attach extensions remove the auger from the handle and snap the extension first to
the auger in the ground, and then to the drive adapter on the bottom of the handle.
3. When the desired depth has been reached, stop the auger by releasing the throttle
lever and disconnect the handle. If the auger and extensions can not be pulled out by
hand, use the tripod to tow them out. When an extension is fully out, disconnect it
from the tripod cable and re-attach the cable to the next segment. Continue this
process until you have retrieved all extensions and the auger.
Final Report
Page 23 of 9
Senior Clinic II
Soil Monitoring
REFERENCES
Das, B. Principles of Geotechnical Engineering, Fourth Edition. PWS Publishing
Company; Boston, MA: 1998.
Instructions Manual: Computer Controlled Back Pressure Consolidation Apparatus,
Geotest Instrument Corp., Evanston, IL: 1996.
Operations Manual: The Nold Deaerator, Walter Nold Company, Natick, MA: 1994
Bowles, J. Engineering Properties of Soils and their Measurement: Fourth Edition. Irwin
McGraw-Hill, Inc., Boston, MA: 1992.
Operations Manual with Maintenance and Parts Information: Mechanical Earth Drills,
Little Beaver, Inc., Livingston Texas: 1999
Final Report
Page 24 of 9