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uTABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................................................1
1 EXECUTIVE SUMMARY ......................................................................................................................2
1.1 Theoretical background of soil survey procedure ....................................................................2
1.2 Objectives of soil survey Trojanv mln and scope of works...................................................2
2 BACKGROUND ..................................................................................................................................4
2.1 Basic information about studied locality ..................................................................................4
2.2 Soil survey plan and profile description ...................................................................................4
3 FIELD AND LABORATORY WORK .......................................................................................................7
3.1 Disturbed and undisturbed samples ........................................................................................7
3.1 Soil physical characters determination ....................................................................................7
4 CALCULATIONS .................................................................................................................................8
4.1 Unsaturated hydraulic conductivity: Minidisk infiltrometer ....................................................8
4.2 Saturated hydraulic conductivity: Constant head permeameter .............................................9
4.3 Consistency limits (100-120 cm): Cone penetrometer, plasticity test .................................. 10
4.4 Particle size distribution (100-120 cm): Hydrometer ............................................................ 11
4.5 Particle density (100-120 cm): Water pycnometer ............................................................... 13
4.6 Undisturbed core sample (top layer) .................................................................................... 13
4.7 Saturated hydraulic conductivity: Auger hole method ......................................................... 14
5 RESULTS AND COMMENTS ............................................................................................................ 15
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u1 EXECUTIVE SUMMARY
1.1 Theoretical background of soil survey procedureSoil survey includes preparatory work, field reconnaissance, survey itself in the terrain (sampling,
field measurements, etc.), laboratory analysis, results processing and research findings in the
required documentation.
The preparatory work is needed to collect basic input information about the geological struc-ture of
the rock mass, terrain geomorphology, climate, hydrological and hydrogeological conditions, anthro-
pogenic activities and potential sources of contamination. It is important to study the information
contained in documents previously made by pedagogical surveys, comprehensive soil survey inclu-
ding archived materials etc. Soil survey shall be carried within a reasonable time period, so the re-
sults can be representative.
Reconnaissance of the terrain can specify the details from the preliminary study of information sour-
ces, especially by confronting the maps to the actual situation in the area of interest. It is necessary
to mark the changes that are not included in the used maps and prove the information about the
geological composition, the influence of groundwater, the state of vegetation cover and anthropo-
genic activities.
After meeting with the state situation of the interest area the number and location of probes can be
point as well as specification of the appropriate drilling equipment and sampling equipment. Accor-
ding to the purpose of the survey probes can be divided into two categories. Mapping probes are
used for basic soil science orientation and to determine the boundaries of different types of soil.
Sampling probes are used to collect disturbed or undisturbed soil samples for further physical and
chemical analysis.
1.2 Objectives of soil survey Trojanv mln and scope of works
The purpose of this soil survey were to analyze soil profile and provide basic soil physical informationof locality Trojanv mln situated in very north part of city Prague. This report is a baseline study of
applied theoretical information taught in lectures for Survey for Soil and Water Relationship course
at Czech University of Life Sciences. The objectives of field and laboratory work were:
describe the soil profile, collect disturbed soil sample and undisturbed core soil sample for further physical analysis, determine saturated hydraulic conductivity in field using Auger hole method, determine unsaturated hydraulic conductivity in field using Minidisk infiltrometer, determine saturated hydraulic conductivity in laboratory using Constant head permeameter, determine consistency limits using Cone penetrometer and plastic test method,
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u determine particle size distribution using Hydrometer, determine particle density using Water pycnometer.
Scope of works for the soil survey included short review of available published material and aerial
photographs to determine the major landform and soil type, excavation of 2 test pits to an approxi-
mate depth of 1.2 m, logging of soil and collection of samples for analysis for soil physical characte-
risation, preparation of report describing soil type and presenting and discussing soil analytical re-
sults with reference to the soil properties.
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u2 BACKGROUND
2.1 Basic information about studied locality
The soil survey area is located north of Prague on the left bank of the river Vltava at the valley of the
brook ntick potok. Date of survey and previous weather circumstances which could influence soil
survey physical analysis as well as actual weather condition and basic characteristics of area are des-
cribed in Table 1.
Table 1: Field data record
+50 8' 49.81"
+14 22' 22.76" Meadow covered by
grass close to brook
28. 4. 20138:00 16:00 After previous heavyrain unstable surface
Sunny, alternatelycloudy, light wind Groundwater level at75 cm, exfiltration
27. 4. 2013 12,3C28. 4. 2013 8,4C
Fluvisoil
5 horizons
2.2 Soil survey plan and profile description
Two auger holes were excavated to depth of 1.2 m in an approximate distance of 30 m from the
brook in a straight area. As Table 2 shows five horizons of Fluvisoil were defined. Disturbed soil
samples for further analysis were collected from second pit which was 175 cm close to first one.
Undisturbed samples were taken another 10 m faraway and determination of unsaturated hydraulic
conductivity in the field has been done around 70 m far from the brook as seen in Figure 1.
Consistency limits, particle size distribution and particle density were determined separately for six
20 cm deep soil layers as seen in Table 3.
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uTable 2: Description of soil horizons
Horizon 1: Topsoil
0-16 cm
Blackish brown, crumby, humus, no mica, due to saturation no zooedafon
activity, wet, soft, easy disintegration, medium plasticity, mild adhesion,presence of Fe
3+
Horizon 2
16-50 cm
Brownish, subpoliedric, roots and small stones present, wet, easy
disintegration, medium plasticity, mild adhesion, Fe3+
present as a result
of oxidation
Horizon 3
50-75 cm
Rusty brown +due to influence of water light grey, prismatic, roots andstones present, wet, soft, medium disintegration, heavily plastic, medium
adhesion, presence of Fe2+
Horizon 4
70-85 cm
Grey with brown molting, structure less, wet, pulpy, medium
disintegration, heavily plastic, medium adhesion,presence of Fe
2+
Horizon 5
85-110 cm
Grey, rusty, wet, pulpy, difficult disintegration, heavily plastic, medium
adhesion, no mica, medium workability, high stone skeleton content
Figure 1: Sampling plan (1: Two auger holes for determination of saturated hydraulic conductivity in
field, one of them used for collecting one disturbed soil samples for determination of consistency li-
mits, particle size distribution and particle density, 2: Area of collecting two undisturbed soil sample
for determination of saturated hydraulic conductivity in laboratory, 3: Area of measurement for
determination unsaturated hydraulic conductivity in field)
123
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uTable 3: Labour plan
Soil character Field Laboratory Done by
Soil profile Description - Dr. Frantiek Dolealand group
Two undisturbed core
soil samples of topsoil
Collecting Saturated, drying,
analysis of obtained
data
Jaroslav Novotn
One disturbed soil
sample for 100-120 cm
layer
Collecting from auger
hole
Drying, sieving Jaroslav Novotn
Saturated hydraulic
conductivity (Auger
hole method)
Digging of two auger
hole, obtaining data
Computer analysis of
obtained data
Dr. MarktaMihalkov and group
Unsaturated hydraulic
conductivity (Minidisk
infiltrometer)
Obtaining data for 1
from 3 infiltometers
measurements
Computer analysis of
obtained data
Jaroslav Novotn,Hailemariam Amdu
Saturated hydraulic
conductivity (Constant
head permeameter)
Collecting two
undisturbed core soil
samples
Obtaining data,
computer analysis of
data
Group
Consistency limits for
profile 100-120 cm
- Obtaining data,
computer analysis of
data
Jaroslav Novotn
Particle size
distribution for profile
100-120 cm
- Obtaining data,
computer analysis of
data
Jaroslav Novotn
Particle density for
profile 100-120 cm
- Obtaining data,
computer analysis of
data
Jaroslav Novotn
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u3 FIELD AND LABORATORY WORK
3.1 Disturbed and undisturbed samples
Consistency limits, particle size distribution and particle density were determined using disturbed soil
sample. About 3 kg from a depth of 100-120 cm of second auger hole were taken to a plastic bag to
obtain disturbed sample for further physical analysis. In the laboratory sample was spread and big
clods broken on a filter paper to let it air-dry. After air-drying and putting big stones away, the soil
mill was used to grind the soil. The ratio of skeleton to a sieved soil particles 2 mm was approxima-
tely 1,6:1 (1968,3:1254,3). About 140 g of fine soil were used for particle size distribution and par-
ticle density analysis. 350 g of soil passed through 0,5 mm sieve was used for determination of con-
sistency limits.
Two undisturbed samples were taken in the field using Kopeck ring and covered to avoid evapora -
tion. Tares of all accessories (geotextile + rubber band, watch glass) and samples were in the labo-
ratory weight as soon as possible. Than samples were placed on a saturation mat to let them fully
saturate until a constant mass and weighted again. Such samples were used for the determination of
satura-ted hydraulic conductivity on constant head permeameter. After drying within 105C to the
constant mass the actual water content at the moment of sampling, saturated water content and dry
bulk density could be calculated.
3.1 Soil physical characters determination
To determine basic physical soil properties the procedures prepared by Dr. Markta Mihalkov were
used. Full texts are available in study materials of Survey for Soil and Water Relationship course tau-
ght at Czech University of Life Sciences. Data for calculating hydraulic conductivities were obtained
directly in the field using special equipment while other data were got later in laboratory. In chapter
4 of this report all calculations can be found.
Note: For next course there could be also measured actual water content of each soil layer to state
the consistency indexes. I am sorry that I did not describe all procedures by my words but I would benot able to finish in terms of time this before final exam. Thanks for understanding. Anyway thank
you also for this course and for Soil and Water Relationship seminars as well as lectures cause in
whole those were one of the most practical and I think also somehow useful for me courses I have
ever attended at universities. I think this should be mentioned here even if my report will be send back
to correct it. It was not easy (also not difficult cause of your help) but after all I more appreciate work
which we have as students and mentors together done in these courses.
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u4 CALCULATIONS
4.1 Unsaturated hydraulic conductivity: Minidisk infiltrometer
Data
Tension -4
Time (min) Time (s) Reading (ml) t Delta t Cum. inf. (ml)
0 0 86 0 0 0
2 120 84 10,95445 2 2
4 240 83 15,49193 1 3
6 360 82 18,97367 1 4
8 480 81,5 21,9089 0,5 4,5
10 600 80,5 24,4949 1 5,5
12 720 80 26,83282 0,5 6
14 840 79,5 28,98275 0,5 6,5
16 960 79 30,98387 0,5 7
18 1080 78,5 32,86335 0,5 7,5
20 1200 78 34,64102 0,5 8
22 1320 77,5 36,3318 0,5 8,5
24 1440 77 37,94733 0,5 9
26 1560 76,5 39,49684 0,5 9,5
28 1680 76 40,9878 0,5 10
30 1800 75,5 42,42641 0,5 10,5
Tension -2
Time (min) Time (s) Reading (ml) t Delta t Cum. inf. (ml)
0 0 73,5 0 0 0
2 120 71,5 10,95445 2 2
4 240 70 15,49193 1,5 3,5
6 360 69 18,97367 1 4,5
8 480 68 21,9089 1 5,5
10 600 66 24,4949 2 7,5
12 720 65 26,83282 1 8,5
14 840 64 28,98275 1 9,5
16 960 63 30,98387 1 10,5
18 1080 62 32,86335 1 11,5
20 1200 61 34,64102 1 12,5
22 1320 60 36,3318 1 13,5
24 1440 59 37,94733 1 14,5
Calculation
A (tension -4 and -1, sandy loam) 4
C1 (-4) 0,0017
C1 (-1) 0,0071
k (cm/s) (-4) 0,000425k (cm/s) (-1) 0,001775
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u Determination of parameters C1
4.2 Saturated hydraulic conductivity: Constant head permeameter
Data
Time (s) R. (ml) Time (s) Reading (ml)90 7 900 399
120 24 960 426
170 50 1020 450
180 70 1080 474
240 85 1140 494
270 100 1200 518
300 120 1260 534
360 168 1320 554
420 176 1380 574
480 196 1440 596
540 226 1500 618600 256 1560 638
660 284 1620 656
720 318 1680 670
780 344 1740 682
840 374 1800 686
2070 724
Difference between water levels (cm) 5,2
Height of the sample (cm) 4,6
Diameter of the sample (cm) 5,2
Height of the constant flooding (cm) 0,6
y = 0,0071x2 + 0,1146x
0
2
4
6
8
10
12
14
16
0 10 20 30 40Cumula
tiveinfiltrationat-4(cm)
Reading time (min)
y = 0,0017x2 + 0,1738x
0
2
4
6
8
10
12
0 20 40 60Cumula
tiveinfiltrationat-1(cm)
Reading time (min)
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u Determination of straight cumulative infiltration line
Calculation
V (cm) 75
AS (cm) 21,24
t (s) 180
delta z (cm) 4,6
hf (cm) 0,6
Saturated hydraulic conductivity (cm/s) 0,017355882
4.3 Consistency limits (100-120 cm): Cone penetrometer, plasticity test
Data
Liquid limit
Replication No. 1 2 3 4
Depth of penetration 37,7 32,2 25,6 16,6
Mass of container (g) 21,37 21,2 25,14 26,06
Mass of container + wet sample (g) 45,75 43,6 45,89 43,28
Mass of container + dry sample (g) 42,39 38,31 40,17 38,86Water content (%) 15,98 30,92 38,06 34,53
Plastic limit
Replication No. 1 2
Mass of container (g) 20,94 29,06
Mass of container + wet sample (g) 30,84 39,15
Mass of container + dry sample (g) 29,32 37,63
Mass of dry sample (g) 8,38 8,57
Water content (%) 15,35 15,06
Water content difference (%) -0,29
0
100
200
300
400
500
600
700
800
0 500 1000 1500 2000 2500
Cumulativevolume(ml)
Time (s)
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u Determination of liquid limit from data obtained by Penetrometer at four levels of saturation
Calculation
Water content of LL (%) 35,16
Water content of PL (%) 15,21
IP (Index of plasticity) 19,95
4.4 Particle size distribution (100-120 cm): Hydrometer
Calibration data
Height of weighted base (mm) 144
Length between the "neck" of the float and the lowest mark on scale of
the hydrometer (mm)
18
Length of the hydrometer scale (mm) 97
The number units between 1.000 and 1.030 30
Volume of weighted base (ml) 58
Length of cylinder scale between 100 and 1000 ml marks (mm) 334Mass of the sample for sedimentation (g) 44,99
Dry matter of the soil: tare (g) 41,78
Dry matter of the soil: mass of air dry soil + tare (g) 58,8
Dry matter of the soil: mass of oven dry soil + tare (g) 58,5
0
5
10
15
20
25
30
35
40
45
1 10 100
Watercontent(%)
Depth of penetration (mm)
Liquid limit
Linern (Liquid limit)
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u Data
Intendedtimeof
sedimentation(m
in)
Realtime(s)
Hydrometerread
ing
(mm)
Corrected
hyrometerreading
(
)
Temperature(C)
Hr(cm)
Temperature
correction(C)
di
K
2 100
0,5 30 20 20,5 22,98 111,6 0,93 0,48 0,0618 72,9
1 60 18 18,5 22,98 118,0 0,93 0,48 0,0450 65,8
2 120 16,5 16,9 22,37 122,9 0,94 0,37 0,0327 60,1
5 300 14 14,4 22,37 131,0 0,94 0,37 0,0213 51,2
15 900 11,5 11,9 22 139,1 0,95 0,37 0,0127 42,3
45 2700 9,5 9,9 22,37 145,5 0,94 0,37 0,0075 35,1
120 7200 7,5 7,9 22,37 152,0 0,94 0,37 0,0047 28,0
232 13920 7 7,4 22 153,6 0,95 0,37 0,0034 26,2
1165 69900 5 5,6 23,57 160,1 0,92 0,57 0,0015 19,8
2637 158220 4,5 5,0 22,98 161,7 0,93 0,48 0,0010 17,7
Particle size distribution
Graph reading analysis
Soil profile 100-120 cm Loam
0
10
20
30
40
50
60
70
80
90
100
0,0010,010,1110
Contentofparticles(%)
Particle size (mm)
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u4.5 Particle density (100-120 cm): Water pycnometer
Data and calculation
Numberof
sample
Tareofthe
bowl(g)
Massofdry
sample+tare
bowltare(g)
Numberof
pycnometer
m1(g)
m2(g)
Massofdry
sample(g)
PD(g/cm3)
996 A 37,78 54,51 91 156,16 166,47 16,73 2,61
996 B 38,32 55,07 11 136,44 146,72 16,75 2,59
Particle density (g/cm3) 2,60
The ratio of skeleton to particles 2 mm 1,6:1
4.6 Undisturbed core sample (top layer)
Data and calculation
Number of the sample 905 910
Mass of the ring (tare) (g) 141,04 141,27
Mass of the geotextile + rubber band (g) 0,61 0,46
Mass of the watch glass (g) 22,46 19,32
Mass of cover + rubber (g) 15,81 15,83
Mass of the naturally wet sample (tare + cover,rubber) (g)
317 323
Mass of the saturated sample (ring + geotextile,
rubber + watch) (g)
332,01 335,28
Mass of dry sample (ring + geotextile, rubber +
watch) (g)
287,44 285,69
Average particle density (g/cm3) (0-20 cm) 2,46 2,46
Water content by mass (%) 29,85 33,10
Water content by volume (%) 36,82 41,26
Dry bulk density (g/cm3) 1,23 1,25
Porosity (%) 49,84 49,30
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u4.7 Saturated hydraulic conductivity: Auger hole method
Borehole characteristics and dataHole 1 Hole 2
Borehole depth (cm) 120 120
Radios of the borehole (cm) 5 5
First registration of the GW (cm) 75 70
GW level in steady state (cm) 14 17
Thickness of water bearing layer (cm) 45 50
Final GW after removal (cm) 70 105
175 cm distance between holes, distance between hole 1 and road 5,5 m, hole 1 and river 31 m
Hole 1 Hole 2
Time (min) Reading (cm) Time (min) Reading (cm)
0 70,0 1 73,22 50,9 2 54,5
4 43,8 3 44,3
6 38,0 4 37,1
8 33,2 5 32,4
10 30,0 6 28,9
7 26,5
8 25,1
9 23,8
10 22,8
Ground water level increase in time
Results
K (Kirkham and van Bavel) (cm/s) 0,000656121
K (Hooghoudt and Ernst) (cm/s) 0,000589581
1
10
100
1000
0 2 4 6 8 10 12
Reading;increasingoftheGWL(cm)
Time (min)
Auger hole 1
Auger hole 2
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u5 RESULTS AND COMMENTS
The deepest studied soil layer is characterized by high ratio of skeleton to particles 2 or less mm indiameter and is approximately 1,6:1. Particle density of this layer does not differ too much to par-
ticle densities of other layers as seen in Table 4 apart from the layer 20-40 cm. Particle size distri-
bution corresponds with field observation (Table 2) and relates to loam which tends to be medium
plasticity as proved by calculated index of plasticity.
Table 4: Soil layers characteristics at locality Trojanv mln
Soil layer (cm)
Done by
Particle
density
(g/cm3)
Particle size
distribution
Water
content of LL
(%)
Water
content of PL
(%)
IP (Index of
plasticity)
0-20
Amdu
2,46 Sandy loam 18,23 17,85 0,38
20-40
Kova1,21 Silt loam 28,8 8,16 20,64
40-60
Sehic
2,60 Medium
loamy soil
26 16,71 8
60-80
Hakizimana
2,60 Silty clay loam 33,9 25,54 8,36
80-100
Daniyar
2,66 Sandy clay
loam
27,7 16,29 11,41
100-120
Novotn2,60 Clay 35 15,21 19,79
Top layer analyzed through undisturbed core soil samples is around 50 % high in porosity and 1,24
g/cm3
in dry bulk density which are typical for sandy soil as proved by sandy distribution of layer 0-20
cm (Table 4).
Saturated hydraulic conductivities measured separately in field by auger hole method and in labo-
ratory by constant head permeameter differ two orders and are equal to 0,000622851 respectively
0,017355882 cm/s. Unsaturated hydraulic conductivity is for tension -4 cm 0,000425 cm/s while for
tension -1 cm 0,001775 cm which slightly corresponds to other two measurments (0,001444/0,01346
cm/s and 0,000825/0,018694 cm/s).
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