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Report on Refraction Seismic Survey
Waterfront Condominium & Service Apartment BuildingPattaya
Prepared for
Ten consultant Co., LTD.
ByDepartment of Geotechnology
Faculty of Technology Khon Kaen University Amphoe Muang Khon Kaen 40002 Thailand
29 February 2012
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Refraction Seismic Survey Report
Waterfront Condominium & Service Apartment Building project, Pattaya
Introduction:
Surface geophysical investigation is the mean of indirect measurement of subsurface
geological conditions such as depth to bedrock or overburden thickness, degree of weathering
and geological discontinuities. Refraction seismic survey was undertaken towards determining
the overburden thickness and delineating the bedrock interface as well as assessing rock
quality.
The approximately site location is shown in figure 1. Seismic survey lines are shown in
figure 2.
Figure 1 Location map of Project site (from Google earth)
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Figure 2a Proposed Seismic survey line location
Figure 2b Actual Seismic survey line location
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Field Operation:
Personnel engaged:
Mr. Winit Youngme Engineering geologist, Geotechnology dept. KKU
Dr. Rungroj Arjwech Geologist, Geotechnology dept. KKU
Mr. Sakorn Saengchomphue Technician, Geotechnology dept. KKU
Mr. Suttipat Rattanapongpien Geotechnology student, Geotechnology dept. KKU
Mr. Surat Sukthontan Geotechnology student, Geotechnology dept. KKU
Mr. Phichet Chaithongsi Geotechnology student, Geotechnology dept. KKU
Seismic Instrument Specification:
The seismic equipment used in this prospecting is a system of portable digital signal
enhancement engineering seismograph (24-channel). The system consists of the following:
Seismograph : Model GEODE-24, Geometrics inc., USA
Geophone : Single, 100 Hz, OYO Geospace Inc. USA
Source : 5.5 kg hammer, strike on steel plate, explosive, 0.5 m buried
Cable : 2-12 take-outs with 15 m spacing and 15 m lead-in, OYO
corporation, Japan,
Trigger switch : mechanical contact type for hammer and Geometrics blaster
for explosive.
The field acquisition in one setup called survey spread or line is set of 24 geophone
stations with 5 m geophone spacing.
Geomorphology and Geology
The area is situated in front of Pattaya Bali Hai pier, Pattaya municipal area, west of
Sukhumwit road, about 3,500 m. from Sukhumwit road. The topography is sloping to the northwith lowest elevation of 15 m and highest of about 35 m above sea level. The topsoil is
generally sandy-clayey gravelly soil with subsurface of decomposed granite and quartzite. The
elevation of the area is about 15 - 35 m. above mean sea level.
The rock unit in this area is Carboniferous/Triassic granite overlain by meta-
sedimentary rock sequence of sandstone mudstone shale and gravelly soil of Quaternary
period. The degree of weathering is decomposed to slightly weathered in shallow depth and
fresh rock at the depth of about 40 m.
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Theory and Method:
Seismic exploration, in principle, is nothing more than a mechanized version of the
blind person and his cane. In place of the tapping cane, we have a hammer blow on the
ground, or an explosion in a shallow hole, to generate compressional, or sound, waves.
(Seismic methods also work with shear waves as well.) We "listen" with geophones, spring-
mounted electric coils moving within a magnetic field, which generate electric currents in
response to ground motion. Careful analysis of the motion can tell us whether it is a direct
surface-borne wave, one reflected from some subsurface geologic interface, or a wave
refracted along the top of an interface. Each of these waves tells us something about the
subsurface. In this project, refracted seismic wave is use then we called refraction seismic
survey.
Physically, the seismic refraction method is based on the fact that differences occur
between the velocity of elastic (sound) waves in different geologic formations. The velocity of
seismic P wave in air is about 340 m/sec, in soil layer, between 250 - 1,800 m/sec and in fresh
or sound igneous rocks some 4,000 - 6,000 m/sec. The refraction method makes use of the
fact that when an elastic wave strikes a discontinuity or interface in the ground, the wave is
refracted. If the underlying layer is more compact and has a higher velocity, the wave is
refracted towards the horizontal, if the layer has a lower velocity, the wave is refracted towards
the vertical. If the wave strikes the interface at the critical angle, it is refracted along the
interface. The amount that the wave is refracted is determined by Snell’s law, which states that
(sin i / sin r) = (V1/V2)
Where i is angle of incidence, r is angle of refraction
V1 is velocity of wave in incidence medium
V2 is velocity of wave in emergent medium
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Figure 3 Wave path and correspond T-X plot
When r is 90 degree, sin i1,2 = V1/V2. The refraction along and parallel to the interface
is of vital importance in the seismic refraction method. It occurs when ever the incident wave
strikes the interface at the critical angle. In figure 3 illustrates a simple two layer case with
horizontal layering and constant velocities V1 and V2. It is assumed that V2 is greater than V1.
The cross-section (lower part of figure 4) shows the wave fronts ray paths in the layer. In the
upper layer, the waves propagate from the impact point as hemispheres at a velocity of V1.When the elastic waves reach the second layer, they travel at the higher velocity of V2. It is
evident that (for example) 0.04 second after the impact distant, the positions of the wave fronts
on the ground and in the bedrock are considerably displaced horizontally. Due to oscillations at
the interface between the two layers when the wave travel in the lower medium, ground
vibrations are created in the upper layer. These vibrations return to the surface in the form of
plane wave fronts which make and angle of i1,2 with the interface (sin(i 1,2) = V1/V2). That is to
say, they are critically refracted.
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In the immediate vicinity of the impact point, the waves in the upper layer are the first
to reach the geophones implanted on the ground surface. At a distance that is generally 3-5
times the depth to bedrock (interface, so far), the waves traveling the longer but faster route via
the V2 - layer will overtake the others. The turning point is the outcropping on the ground
surface of the wave front contact.
A corresponding T-X plot is presented in the upper part of figure 3. The conventional
way to interpret and analyze the measured data is to plot the arrival times for each channel on
a T-X graph in relation to distances between the geophones. Lines connecting the plotted
arrival times indicate the velocities (inverse slopes) in the various subsurface layers. The
intersection between these lines corresponds to the outcropping of the wave front contact.
The distance between the impact point and the intersection (breaking point) of the
velocity lines can be used to calculate the depth at the impact point. This is called the critical
distance method. The depth is obtained using the following equation:
h1 = (Xc/2)*[(V2-V1)/(V2+V1)]1/2
where h1 = depth
Xc = critical distance (impact point to intersection of velocity lines)
V1, V2 = layer velocities computed from T-X plot.
Another method of calculating the depth at the impact point is to prolong the velocity
line of the V2 - layer back to the vertical line through the impact point. The time from the impact
instant to the intersection between the vertical line and the velocity line is then used to calculate
the depth. This called the intercept time method. Thus,
h1 = (TiV1)/2(cos i1,2) , where Ti = intercept time
The equations given above are only valid for two layers with horizontal bedding. For
multi-layer case or when the layers are dipping, the equations are considerably more
complicated. At present, there are numerous interpretation methods, ranging from the very
simple like the two which illustrated above, to the complex. The interpretations based on the
ray theory are developed into analytical and graphical methods. Computer programs have been
developed for interpretation of refraction data based on the generalized reciprocal method
(PALMER, 1980), ray tracing (SCOTT, 1973, ACKERMANN et. al., 1980), wave equation
modeling or finite difference method (KELLEY, et. al., 1976). Use of analytical technique issought for fast and accurate handling of refraction data as compared to the graphical technique
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which is very much time consuming. Our office, Geotechnology department in the faculty of
Technology Khon Kaen University uses a computer program to process seismic refraction
survey data with commercial name “SeisImger 2D” based on all above theories.
Data Acquisi tion, Processing and Presentation:
Acquisition:
Refraction seismic exploration using hammer striking on steel plate for end- and
middle-shot, and there is no far shots in this exploration because of site limitation. The
geophone spacing is 4 m, so in one geophone spread of 24 geophones is 92 m long. Once 24
geophones are firmly planted along the planned survey line, geophone cables are connected to
all geophones and to the GEODE. Hammer or trigger switch with extension cable is connected
to GEODE. Since GEODE needs to control from notebook computer, a notebook and power
supply are connected to GEODE. After appropriate setup for data acquisition is completed,
then hammer is strike the steel plate to generate seismic wave. If seismic wave amplitude
obtained is not high enough to read the time break, additional strikes are needed to enhance
seismic wave amplitude. Repeat this step until wave amplitude satisfy the wave size for reading
travel time (normally 5-8 times). Records wave data, shot location, geophone spacing and
other information for further processing.
Five shot points in one survey line (at sta. 0.0, first geophone (G1), intermediate shot(between G6 & G7, G12 & G13 and G18 & G19), and at last geophone (G24), is the survey
design, and called S1, S2, S3, S4, and S5, respectively. Shot point at sta. 0.0 (G1) and sta. 92
(G24) is called end-shot whereas the rests are called intermediate shot. The typical
corresponding T-X plot is shown in figure 4 below. Theoretically, far shots are for deep layer
wave velocity determination whereas intermediate shots are for overburden velocity
determination.
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Figure 4 Example of T-X plot
Processing and Presentation:
The seismic refraction field acquired data is needed to process to get the velocity
information of geological condition under survey line. The step of data processing and
presentation is as in the following:
1. First arrival time reading and time-distance plot
The travel time and survey information recorded from the field for each spread is then
readout for use as seismic data to draw travel time – distant or T-X plot. The velocity of each
layer is then computed using this time - distant plot. The thickness of each layer is also
calculated for each geophone using intercept time, critical distant and delay time techniques.
For good recorded field data, travel time is picked using first-pick function in SeisImager 2D.
For poor recorded field data, the noise filtering and amplitude re-sampling is applied for better
data and manual picking to get travel time.
2. Seismic wave velocity layer profi les
After a T-X or time - distant plot is drawn, the validity of reciprocity of the spread is also
check. The number of layer, layer velocity and thickness are determined. Since SeisImager 2D
is semi-automate package, elevation of each geophone, initial velocities from TX of each layers
are assigned to model to generate initial seismic profile. The package is then calculated the
theoretical T-X and matching to field T-X whereas initial profile is also adjusted. The result of
this step is presented in percentage of root mean square error or rms between field and
theoretical values. For good result, rms error should keep as low as possible. In this
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exploration, all survey lines are come up with rms error less than 5.0 percent. Figure 5 shows
T-X plot with velocity line and adjusted seismic profile after several iterations.
Figure 5 T-X plot with velocity line (above) and obtained seismic profile (below)
The complete of survey results including reading first arrival time, T-X plot, layer
velocities, and interpreted profile are shown in the results part and in the appendix. In this
section only interpreted profiles of survey line are presented.
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Results and Interpretation:
Three (3) seismic survey lines were measured with total length of 218.5 m. The
locations of each line are shown in figure 2 which spread over the project area. Two lines
(geophone spread) located as longitudinal line (line 1 and line 2). One line located across
longitudinal lines. The overall seismic P-wave velocity are ranging from a few hundred (370)
meters per second in loose soil layers to almost 4,000 m/sec in fresh or hard bedrocks. In
summary, table 1 shows seismic line length, the result of each line can be described as follows:
Table 1 Summary of Seismic line length
Line no. Location No of Geophone Length, m
Line 1 Longitudinal pile location 24 92
Line 2 Longitudinal pile location 24 92
Line 3 Cross pile location 24 34.5
Total length 218.5
Line 1 (Longitudinal pile location), this line is located close to hillside, start from
west to east. Total line length is 92 m, and lie generally east-west direction. There are 3
velocities can be observed in this line, with V1 of top soil or backfill/overburden of 371-763
m/sec, V2 (second layer) would be slightly weathered or fractured bedrocks with velocity of
1,154-2,417 m/sec, and V3 of about 4,000 m/sec which would be fresh or hard basement rock.
Table 2 shows seismic velocity of this line. The thicknesses of these strata are varies and
shown as cross section (or profile) in figure 6.
Table 2 Velocity of line 1
Layer Velocity, m/sec Expected geological material
1 450 (371-763) Loose top soil, sandy to compact gravel
2 1,500 (1,154-2417) Slightly weathered or fractured rocks
3 4,000 Fresh or hard bedrocks
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Figure 6 Cross section (profile) of line 1
Line 2 (Longitudinal pile location), this line is located parallel to line 1 start from west
to east. Total line length is 92 m, and lie generally east-west direction. There are 3 velocities
can be observed in this line, with V1 of top soil or overburden of 158-727 m/sec, V2 (second
layer) would be slightly weathered bedrocks with velocity of 928-1,672 m/sec, and V3 of about
2,238-4,227 m/sec which would be fresh or hard bedrock. Table 3 shows seismic velocity of
this spread. The thicknesses of these strata are varies and shown as cross section (or profile)
in figure 7
Table 3 Velocity of line 2
Layer Velocity, m/sec Expected geological material
1 450 (158-727) Loose top soil, sandy to compact gravel
2 1,500 (928-1,672) Slightly weathered or fractured rocks
3 4,000 Fresh or Hard rocks
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Figure 7 Cross section (profile) of line 2
Line 3 (Cross pile location), this line is located approximately perpendicular to line 1
and line 2, start from hillside down slope. Total line length is 34.5 m, and lie generally north-
south direction. Because of line is too short, there are only 2 velocities can be observed in this
line, with V1 of top soil or overburden of 210-823 m/sec, V2 (second layer) would be slightly
weathered bedrocks to basement rock with velocity of about 1,886-6,636 m/sec which would be
fresh or hard bedrock. In this line, there is step-like structure can be observed approximately in
the middle of line. Table 4 shows seismic velocity of this spread. The thicknesses of these
strata are varies and shown as cross section (or profile) in figure 8
Table 4 Velocity of line 3
Layer Velocity, m/sec Expected geological material
1 800 (210-823) Loose top soil, sandy to compact gravel
2 3,000 (1,886-6,636) Fresh or Hard rocks
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Figure 8 Cross section (profile) of line 3
For better understanding of weathering thickness and depth to basement rock
according to seismic velocity, the depth of each layer shown in profiles are used to construct
surface plot or 3D model of fresh or hard rock and surface of weathered rock overlying fresh
rock. The commercial computer package named ‘surfer’ is used and the result is shown infigure 9, 10 and 11.
Figure 9 Top of weathered rock plot
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Figure 10 Top of fresh/hard rock
Conclusion:The obtained results shown that there are 3 layers with vary in thickness those can be
recognized by seismic velocity. The loose overburden with velocity of not more than 1,000
m/sec is present over all survey lines. This would be backfill materials. The weathered /
fractured bedrock or decomposed rock layer is 1,500 m/sec in velocity and overlain by backfill
or top soil. The velocity of fresh or hard bedrock is more or less as high as 3,000- 4,000 m/sec
whereas lower for slightly weathered bedrock. The thickness of each layer is varies from about
1 m to more than 10 m.
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Figure 11 Surface plot of top of weathered and fresh rock
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Recommendation:
The seismic survey result shows low seismic velocities of geological materials which
are ranging from very loose top soil or backfill overburden. The thicknesses of these strata are
thin as only few meters on top of weathered rocks. The second layer is slightly weathered or
fractured rocks with its thickness more than that of top soil. The third layer which we expect to
encounter fresh/hard bedrock is of moderate to high seismic velocity (over 2,500 to 5,000
m/sec). There is no significant low velocity zone or layer in the result. The step-like feature
presents in line 3, but not shown on lines 1 and 2. High seismic velocities mean hard and high
strength rock. Drill hole data should be integrated and make correlation with seismic velocity for
better understanding rock property. Since there is step-like feature present under line 3, drill
hole data should be re-examined to ensure that there is no slip or crack along longitudinal pile
location.
Technical comments:
Due to heavy traffic all the time of investigation, the noise condition in the survey area
is very high. The suitable seismic source would be explosive or AWD; accelerated weight drop,
rather than sledge hammer which can generate limited signal strength. The quality of seismic
travel time in this data set is poor to fair to get sharp time reading. Moreover, field investigation
should be performed during noise-free period for better seismic signal.
……………………………..
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References:
Dobrin, M. B., 1976, Introduction to Geophysical Prospecting. McGraw Hill Book Co. Inc. N.Y.
Hawkins, L. V., 1961, The reciprocal method of routine shallow seismic refraction
investigations, Geophysics, vol. 26, pp. 806-819.
Redpath, B. B., 1973, Seismic refraction exploration for engineering site investigations.
Technical report no. E-73-4, U.S. Army Corp of Engineer Waterways Experiment
Station, Livermore, California.
Telford, W. M., Geldard, L. P., Sheriff, R. E. and Keys, D. A., 1976, Applied
Geophysics, Cambridge University Press, Cambridge, England.
………………………………….
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Appendices
-Reading travel t ime and T-X plot
-Seismic Profile of each spread
-Field operation photograph
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Travel t ime and T-X plot
And
3D plot
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T-X plot of Line 1
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T-X plot of Line 2
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T-X plot of Line 3
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Cross section of Line 1
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Cross section of Line 2
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Cross section of Line 3
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Contour plot of weathered rock surface
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Contour plot of fresh rock surface
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Surface plot of weathered and fresh rock surface
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Reading Travel time
Line 1Line 2Line 3
And
Point data for 3D plot
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Travel time of Line 1
LI NE 1 WATERFRONT CONDOMEDI UM PATTAYA
Geophone Shot station
station 0.0 22.0 46.0 70.0 92.0
0.0 11.0 19.5 28.0 35.0 45.5
4.0 16.0 21.0 29.5 37.0 47.0
8.0 19.5 25.0 38.5 44.5 55.0
12.0 17.0 16.0 28.0 35.5 46.0
16.0 17.5 10.0 24.5 33.5 44.020.0 21.0 9.5 25.5 35.0 45.0
24.0 19.5 3.0 20.5 30.0 40.5
28.0 24.0 10.0 22.5 31.5 42.5
32.0 24.5 14.5 20.5 30.5 41.0
36.0 26.5 19.0 16.5 28.5 39.5
40.0 27.5 21.0 14.5 28.0 39.5
44.0 28.0 24.0 6.5 27.0 38.0
48.0 29.5 25.5 6.5 26.5 38.0
52.0 33.5 29.0 14.5 28.5 40.5
56.0 34.5 29.5 19.5 26.0 38.560.0 37.0 33.0 22.5 23.0 37.5
64.0 36.0 31.0 22.0 13.5 33.5
68.0 37.5 34.0 24.5 8.5 33.0
72.0 36.0 31.5 23.5 6.5 27.5
76.0 39.5 34.5 27.0 16.0 28.0
80.0 40.0 36.0 29.5 20.5 23.0
84.0 46.5 41.5 33.0 24.5 20.0
88.0 45.5 39.5 33.5 27.5 12.5
92.0 46.5 42.0 39.0 32.5 7.3
Travel time of Line 2
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LI NE 2 WATERFRONT CONDOMEDI UM PATTAYA
Geophone Shot stationstation 0.0 22.0 46.0 70.0 92.0
0.0 10.0 30.0 38.0 45.5 53.0
4.0 20.5 29.5 38.0 43.5 52.5
8.0 24.0 29.5 38.0 42.5 52.5
12.0 25.5 25.5 37.5 40.0 52.0
16.0 28.5 24.5 37.0 40.0 51.5
20.0 29.5 14.5 37.0 42.0 49.5
24.0 29.5 13.5 36.0 39.0 48.0
28.0 28.5 22.0 32.5 35.5 46.0
32.0 31.5 29.0 32.0 35.0 46.5
36.0 35.0 30.5 30.5 38.0 47.0
40.0 37.5 32.0 27.0 38.5 45.0
44.0 37.0 35.0 13.0 37.0 45.5
48.0 37.5 36.5 13.5 35.0 43.5
52.0 39.5 37.0 26.5 33.5 42.0
56.0 42.5 36.5 32.0 30.5 42.0
60.0 37.0 33.5 28.5 23.0 35.0
64.0 42.5 38.0 33.0 15.0 34.5
68.0 41.5 41.0 35.0 14.0 33.5
72.0 44.0 41.5 37.0 14.0 30.0
76.0 43.0 41.5 36.0 16.0 30.0
80.0 44.0 41.0 38.0 23.5 27.5
84.0 46.5 46.5 39.5 27.0 24.5
88.0 44.5 44.5 40.5 29.0 23.0
92.0 52.5 47.0 42.0 29.5 7.5
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Travel time of Line 3
LI NE 3 WATERFRONT
CONDOMEDI UM PATTAYA
Geophone
station
Shot station
0.0 17.5 34.5
0.0 5.4 23.9 36.2
1.5 6.2 23.5 37.4
3.0 9.6 18.0 36.2
4.5 10.4 22.0 36.2
6.0 13.1 20.5 35.9
7.5 15.4 22.8 36.39.0 16.6 21.2 35.9
10.5 18.9 19.6 36.2
12.0 20.0 19.3 35.9
13.5 24.0 20.1 37.0
15.0 20.8 18.1 36.6
16.5 21.2 11.2 36.0
18.0 22.4 15.1 37.1
19.5 23.9 19.3 37.5
21.0 23.9 24.0 37.1
22.5 26.2 25.4 36.324.0 26.2 25.1 33.2
25.5 29.0 28.2 35.4
27.0 29.3 28.7 33.9
28.5 31.6 30.5 33.2
30.0 32.0 30.5 30.9
31.5 32.1 30.9 22.7
33.0 31.6 26.6 18.5
34.5 32.1 30.5 8.8
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Coordinate for 3D surface and contour plotPoints are from provided CAD file.(WF-pilelocation:01-02-12)
Easting, m Northing, m Z1
(soft rock),m
Z2
(hard rock),m
line 1 Lable
2945.88 5980.6 -3.5 -6 1
2949.83 5979.78 -3.5 -6.1 1
2953.79 5978.96 -3.5 -6.1 1
2957.74 5978.13 -3.4 -6.2 1
2961.7 5977.31 -2.5 -6.3 1
2965.65 5976.49 -2 -6.4 1
2969.6 5975.67 -2 -6.7 1
2973.56 5974.85 -2 -7.4 1
2977.51 5974.02 -2.5 -7.5 1
2981.47 5973.2 -2.5 -7.5 12985.42 5972.38 -2.5 -7.5 1
2989.37 5971.56 -2.5 -7.5 1
2993.33 5970.74 -2.6 -7.5 1
2997.28 5969.91 -2.7 -7.6 1
3001.23 5969.09 -2.8 -7.7 1
3005.19 5968.27 -2.9 -8.5 1
3009.14 5967.45 -3 -9 1
3013.1 5966.63 -3.4 -9.8 1
3017.05 5965.8 -3.4 -11 1
3021 5964.98 -3.4 -12.5 1
3024.96 5964.16 -3.4 -12.9 1
3028.91 5963.34 -3.5 -13.1 13032.87 5962.52 -3.5 -13.2 1
3036.82 5961.69 -3.5 -13.2 1
line 2
2944.4 5998.5 -4 -9 2
2948.35 5997.69 -4.1 -9.2 2
2952.29 5996.87 -4.2 -9.2 2
2956.24 5996.06 -4.3 -9.4 2
2960.19 5995.24 -4.3 -9.6 2
2964.14 5994.43 -4.3 -10 2
2968.08 5993.61 -4.3 -10.8 22972.03 5992.8 -4.3 -11 2
2975.98 5991.98 -4.3 -11.6 2
2979.92 5991.17 -4.5 -11.9 2
2983.87 5990.35 -5 -12 2
2987.82 5989.54 -5 -12 2
2991.76 5988.72 -5.1 -12 2
2995.71 5987.91 -5.2 -12 2
2999.66 5987.09 -5.1 -12.5 2
3003.61 5986.28 -4.9 -12.5 2
3007.55 5985.46 -4.9 -12.5 2
3011.5 5984.65 -4.8 -12.5 2
3015.45 5983.83 -4.8 -13 23019.39 5983.02 -4.7 -14 2
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3023.34 5982.2 -4.6 -14.9 2
3027.29 5981.39 -4.7 -16 2
3031.23 5980.57 -4.6 -16 2
3035.18 5979.76 -4.6 -16 2
line 3
2991.8 5957.4 3
2992.08 5959.02 3
2992.35 5960.63 3
2992.63 5962.25 3
2992.9 5963.86 3
2993.18 5965.48 3
2993.45 5967.1 3
2993.73 5968.71 3
2994 5970.33 3
2994.28 5971.94 3
2994.55 5973.56 3
2994.83 5975.18 32995.1 5976.79 3
2995.38 5978.41 3
2995.65 5980.02 3
2995.93 5981.64 3
2996.2 5983.26 3
2996.48 5984.87 3
2996.75 5986.49 3
2997.03 5988.1 3
2997.3 5989.72 3
2997.58 5991.34 3
2997.85 5992.95 3
2998.13 5994.57 3
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Field activity photograph
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Survey line location checking
Equipment setup, along staking line
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Equipment setup, ready for data acquisition
Seismograph module; GEODE-24 (yellow), seismic cable; orange
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Geophone; red color, connected to seismic cable
Close look of geophone; connected to cable via clip