Geotech Lab Report #6
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HYDRAULIC CONDUCTIVITY
CE-3121-303 (T)
Laboratory Number: 06
Report Number: 06
Group #1
Group Members (Alphabetical Order)
Ryan Garcia
Anthony Hellen
Ashton Howell
Jackson Still
Instructors:
Dr. Hoyoung Seo
Mahram Rajabi Jorshari
Date of Test Performed: 10/24/2023
Date of Report Submission: 10/31/2023
Table of Contents
TEAM MEMBER CONTRIBUTION:
..............................................................................................................
3
PURPOSE/OBJECTIVE:
..................................................................................................................................
4
PROCEDURE:
..................................................................................................................................................
4
TABLE OF RESULTS:
......................................................................................................................................
6
FIGURES:
.........................................................................................................................................................
8
SAMPLE CALCULATIONS:
..........................................................................................................................
10
DISCUSSION OF RESULTS:
..........................................................................................................................
11
APPENDIX: ORIGINAL DATA SHEETS
.......................................................................................................
12
List of Figures
F
IGURE
1: I
MAGE
OF
PERMEAMETER
......................................................................................................................................
7
F
IGURE
2: I
MAGE
2
OF
P
ERMEAMETER
...............................................................................................................................
7
F
IGURE
3:
S
CHEMATICS
OF
PERMEAMETER
............................................................................................................................
7
F
IGURE
4: O
RIGINAL
D
ATA
S
HEET
(C
ONSTANT
H
EAD
T
EST
)
...................................................................................................
10
F
IGURE
5: O
RIGINAL
D
ATA
S
HEET
(F
ALLING
H
EAD
T
EST
)
......................................................................................................
11
List of Tables
T
ABLE
1: M
ATERIAL
P
ROPERTIES
OF
S
AND
S
PECIMEN
.............................................................................................................
5
T
ABLE
2: R
ESULTS
FROM
THE
C
ONSTANT
-
HEAD
T
EST
..............................................................................................................
5
T
ABLE
3: M
ATERIAL
P
ROPERTIES
OF
S
ILT
S
PECIMEN
...............................................................................................................
6
T
ABLE
4: R
ESULTS
FROM
THE
F
ALLING
-
HEAD
T
EST
.................................................................................................................
6
Team Member Contribution:
All members of the group participated in the in-person laboratory session. During the lab,
all members worked to perform the procedure for the Hydraulic Conductivity Test. Ryan and
Anthony recorded the data while Jackson and Ashton verified the gathered results. For the report,
Anthony completed the purpose and procedure. Ryan completed the table of contents, figures,
and results. Jackson completed the discussion and data table.
Ashton completed the calculations
and formatting.
Note: By presenting our names in the title page of this report, we confirm that each
member has read the report, understands, and agrees with the contents provided by this
report.
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Purpose/Objective:
The purpose of this laboratory experiment is to gain understanding and experience of
how to measure hydraulic conductivity (coefficient of permeability). This value measures a soil’s
ability to permit water to flow through its pores. To properly measure hydraulic conductivity, we
will need to perform two laboratory tests; the constant head test for coarse-grained soil, and the
falling head test for fine-grained soils. From the data gathered for this experiment, we will be
able to apply Darcy’s Law in order to calculate the hydraulic conductivity. This laboratory
experiment follows and satisfies ASTM standards D2434 and D5856.
Procedure:
In both the Constant-Head Method and the Falling-Head Method for determining soil
hydraulic conductivity and void ratio, a series of steps are followed. Initially, the dimensions of
the soil sample, including the inside diameter of the specimen tube, its length, and in the case of
the Constant-Head Method, the distance between the two manometer tube outlets, are measured.
The dry mass of the soil sample is provided in the laboratory.
For the Constant-Head Method, the permeameter is connected to a constant-head water
tank, which is filled with water. The manometer valves are opened to establish a stable water
level, and subsequently, the inlet and outlet valves of the permeameter are opened. Once a steady
water flow through the soil specimen is achieved, readings for manometer heads are taken, and
water is collected at the outlet in a graduated cylinder, with collection time recorded. The
hydraulic conductivity and void rate of the soil sample are then calculated, and the test is
performed three times to determine an average k.
For the Falling-Head Method, the burette is connected to the permeameter's inlet using a
flexible tube. The dimensions of the burette are measured to calculate its area, and it is then filled
with water. The initial water head in the burette is measured. The outlet valve of the permeameter
is opened, and the stopwatch is started. Water flows through the burette, through the specimen,
and out of the outlet. After a specific time, the outlet valve is closed, and the elapsed time and the
final head of the water column in the burette are recorded. Similar to the Constant-Head Method,
the hydraulic conductivity and void ratio are calculated, and the test is repeated three times to
determine the average k.
Table of Results:
Table 1: Material Properties of Sand Specimen
Length of soil specimen, L (cm)
18.75
Diameter of soil specimen, D (cm)
11.40
Volume of soil specimen,
V
t
=
π D
2
L
4
(cm
❑
❑
3
)
1913.8
Dry mass of soil specimen,
M
s
(g)
3200
Dry density of soil specimen,
ρ
d
=
M
s
V
t
(g/cm
❑
❑
3
)
1.67
Void ratio of soil specimen,
e
=
G
s
(
ρ
w
ρ
d
)
−
1
0.5988
Table 2: Results from the Constant-head Test
Item
Test No. 1
Test No. 2
Test No. 3
Diameter of soil specimen, D (cm)
11.40
11.40
11.40
Length of soil specimen between two
manometers, L’ (cm)
11.09
11.09
11.09
Area of soil specimen,
A =
π D
2
4
(cm
2
)
102.07
102.07
102.07
Head difference between two
manometers,
∆h
(cm)
20
23
19.5
Volume of collected water, Q (cm
3
)
50
75
75
Time of collection,
t
(sec)
7.66
10.92
10.84
Hydraulic conductivity,
k
(cm/sec)
k
=
Q L
'
A
(
∆h
)
t
[
cm
sec
]
.0355
.0324
.0386
Average Hydraulic Conductivity:
0.0355 cm/sec
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Table 3: Material Properties of Silt Specimen
Length of soil specimen, L (cm)
18.75
Diameter of soil specimen, D (cm)
11.40
Volume of soil specimen,
V
t
=
π D
2
4
(cm
❑
❑
2
)
1913.8
Dry mass of soil specimen,
M
s
(g)
3068
Dry density of soil specimen,
ρ
d
=
M
s
V
t
(g/cm
❑
❑
3
)
1.60
Void ratio of soil specimen,
e
=
G
s
(
ρ
w
−
ρ
d
)
−
1
15.25
Table 4: Results from the Falling-head Test
Item
Test No. 1
Test No. 2
Test No. 3
Diameter of soil
specimen, D (cm)
11.40
11.40
11.40
Length of soil specimen,
L (cm)
18.75
18.75
18.75
Area of soil specimen,
A =
π D
2
4
(cm)
102.2
102.2
102.2
Diameter of burette,
d (cm)
1.44
1.44
1.44
Area of soil burette,
a =
π d
2
4
(cm
❑
❑
2
)
1.63
1.63
1.63
Initial head in burette,
h
1
(cm)
64.3
78.3
76.3
Final head in burette,
h
2
(cm)
60.2
76.3
74.2
Test duration, t (sec)
286
84
122
Hydraulic conductivity,
k
=
aL
At
ln
(
h
1
h
2
)
[
cm
sec
]
6.90 x 10^-5
9.28 x 10^-5
6.88 x 10^-5
Average Hydraulic Conductivity:
7.69 x 10^-5 cm/sec
Figures:
Figure 1: Image of permeameter
Figure 2: Image 2 of permeameter
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Figure 3: Schematics of permeameter
Sample Calculations:
Void Ratio Calculation:
Specific gravity of soil solids,
G
s
=
2.65
Mass of dry soil,
M
s
=
3200
g
Volume of soil specimen, V:
V
=
π
4
D
2
L→
π
4
(
11.40
)
2
(
18.75
)
=
1913.82
c m
2
Dry density of soil sample,
ρ
d
ρ
d
=
M
s
V
→
3200
1913.8
=
1.672
g
c m
3
Void ratio of specimen,
e
e
=
G
s
×
ρ
w
ρ
d
−
1
→
(
2.65
) (
1
)
1.67
−
1
=
0.5988
Hydraulic Conductivity, K Calculations:
Distance between the two manometer tube outlets, L’= 11.09
Hydraulic conductivity from constant-head test:
k
=
Q L
'
A
(
∆h
)
t
→
50
×
11.09
102.07
(
20
) (
7.66
)
=
0.0355
cm
sec
Hydraulic conductivity from falling-head test:
k
=
aL
At
ln
(
h
1
h
2
)
→
1.63
×
18.75
102.2
×
286
ln
(
64.3
60.2
)
=
6.89
×
10
−
5
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Discussion of Results:
When examining hydraulic conductivity in both the constant head test and the falling
head test, we can derive the average hydraulic conductivity (k) values. For the constant head test,
the average hydraulic conductivity value was determined to be 0.0355 cm/s, falling within the
established ranges for Clayey, Silty, and Fine sand soil descriptions. Similarly, the hydraulic
conductivity found in the constant head test aligns with the silt soil description range.
In the case of the falling head test, the average hydraulic conductivity is 7.69 x 10^-5
cm/sec, which falls within the range for Clayey Sand soil but not for the other sand descriptions.
It also aligns with the range for the silt soil description. If the void ratio "e" were to decrease, it
would lead to a reduction in hydraulic conductivity, as the void ratio influences soil density. This
density variation would, in turn, impact both the void ratio and hydraulic conductivity,
particularly for finer-grained soil descriptions as observed in our experiment.
Appendix: Original Data Sheets
Figure 4: Original Data Sheet (Constant Head Test)
Figure 5: Original Data Sheet (Falling Head Test)
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ISBN:9781337093347
Author:Barry J. Goodno, James M. Gere
Publisher:Cengage Learning
Engineering Mechanics: Statics
Mechanical Engineering
ISBN:9781118807330
Author:James L. Meriam, L. G. Kraige, J. N. Bolton
Publisher:WILEY