Analysis of Changes in Coordinates Before and After the Earthquake of
26 November 2019 of Geodetic Points in the Durres - Tirana Area
EDUART BLLOSHMI, BLEDAR SINA
1Faculty of Civil Engineering, 2Faculty of Civil Engineering,
1Polytechnic University of Tirana, 2Polytechnic University of Tirana,
1Rruga Muhamet Gjollesha, 2Rruga Muhamet Gjollesha,
ALBANIA
Abstract: - The earthquake that struck the Durres-Tirana area on November 26, 2019, significantly impacted
the region's geodetic points. Through this study, which presents the change of coordinates in plan and height in
known Geodetic points (which are the Second-order passive network points of the Geodetic datum in the
Durres - Tirana area), we aim to analyze the changes in coordinates of these points before and after the seismic
event to understand better the deformation caused by the earthquake. It describes the geodetic equipment used
to perform GNSS measurements, the GNSS measurement method, the Rinex data processing program, and the
calculation of the final points coordinates of the selected geodetic points in the Durres-Tirana area. Rinex data
with 1" interval from the ALBCORS Global Positioning System were used to process GNSS measurements of
measured points. Also, in the process of processing the coordinates of the points, the corrections of the daily
and final ephemerides have been introduced. The coordinates are calculated in the official Geodetic system of
Albania "KRGJSH" Geodetic Reference Frame of Albania. An assessment of the change in the coordinates of
the points was made, including the analysis of the displacement vector of the points and the presentation of the
shift graphically and analytically. The maximum change in the plan is 0.052 cm and the minimum change is
0.027 cm. The maximum change in height is 0.020 cm and the minimum change is -0.122 cm. It is
recommended that GNSS measurements should be made at known geodetic points at a certain time interval to
study local deformation processes in the Republic of Albania. The research encompasses both temporal and
spatial analysis, evaluating the extent of displacement and deformation observed in the aftermath of the
earthquake. Additionally, factors such as ground subsidence, and structural damage are considered in
interpreting the observed changes in coordinates. The findings of this study provide valuable insights into the
geodynamic processes triggered by the earthquake, aiding in the assessment of seismic hazards and the
implementation of effective mitigation strategies in the Durres-Tirana region.
Key-Words: - Coordinate, Deformation, Analysis, Geodynamic, Surveying, Changes, Earthquake, Accuracy.
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1 Introduction
Analyzing the changes in coordinates of 2nd order
geodetic points before and after the earthquake of 26
November 2019, in the Durres-Tirana area involves
examining data from geodetic monitoring stations of
ALBCORS in the region. Geodetic points are fixed
locations with known coordinates used for
surveying, cadastral, and mapping purposes. The
earthquake likely caused significant ground motion,
which could be detected by these stations, [1], [2].
To perform the analysis, the following steps
were followed:
Data Collection,
Data Comparison,
Analysis of Changes,
Interpretation and Visualization,
Reporting.
This analysis can provide valuable information
for understanding the seismic activity in the region,
assessing earthquake hazards, and informing
disaster preparedness and response efforts, [3], [4].
ASIG has created the networks (the State
Network of Global Positioning, etc.) that make up
the Geodetic Reference Frame of Albania
(KRGJSH) with high accuracy to guarantee spatial
reference according to European standards in all its
components.
KRGJSH provides a unique base where various
geoscience disciplines are supported to measure and
interpret phenomena related to Geology, Hydrology,
Seismology, Earth Meteorology, etc.[5], [6].
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All the above rules have been applied for the
realization of this study.
2 Materials and Methods
2.1 Case Study
The Durres - Tirana area is taken for the study and
the 2nd-order points of the State Passive Global
Positioning Network were measured. The measured
points are shown in Figure 1. Figure 1 shows where
the Tirana - Vore - Durres and their surrounding
area measured points are located. The points of the
second order are located in stable and safe positions.
The Figure 1 shows the displacement of points from
2018 before the earthquake and from 2021 after the
earthquake.
Fig. 1: Second-order Passive Global Positioning
State Grid points that have been measured
2.2 Active and Passive Global Positioning
State Network
The National Global Positioning Network, based on
GNSS systems, is an essential network to enable
geodetic control in Albania. This network represents
the supporting geodetic infrastructure, built in two
components.
2.2.1 State Active Global Positioning Network
(ALBCORS)
The State Active Global Positioning Network in the
territory of the Republic of Albania is represented
by the ALBCORS network, which has been
implemented in the European Terrestrial Reference
System ETRS89 and at the same time serves for the
maintenance of this reference in the territory of the
country ours. This network consists of 21 CORS
stations built with concrete blocks, 6 CORS stations
(roof type), and a control center located on the
premises of ASIG,
[7], [8].
Figure 2 shows how the points are located on
the ground, while Figure 3 shows the points that are
located on stable objects.
Fig. 2: Pillar Type
Fig. 3: Roof Type
The State Active Global Positioning Network,
ALBCORS, depending on the measurement method
and ideal conditions of GNSS field surveys,
guarantees to its users the following accuracy: The
coordinates of the ALBCORS system provide these
accuracies in the service:
Accuracy of RTK service: ±2 cm (2D); ±3 cm (3D)
Service accuracy (post-processing): ± 1cm (2D, 3D)
Figure 4 shows the points of The State Active
Global Positioning Network, ALBCORS,
distributed uniformly throughout the territory of the
Republic of Albania. This network covers the entire
territory and guarantees accuracy in making
measurements.
Fig. 4: State Active Global Positioning Network,
ALBCORS
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2.2.2 State Passive Global Positioning Network
The State Passive Global Positioning Network
consists of two orders, [9].
2.2.3 State Passive Global Positioning Network,
First Order
The State Passive Global Positioning Network, First
Order consists of points located in such a way that
together with the points of the Active State Global
Positioning Network ensure an almost uniform
distribution in the territory of Albania. Figure 5.
Shows a photo of a satellite receiver measuring at
passive first-order points.
Fig. 5: Global Positioning Passive State Network
Point, First Order
2.2.4 State Passive Global Positioning Network,
Second Order
The Second Order Passive Global Positioning State
Network serves to densify the First Order Passive
State Network. Figure 6 shows second-order passive
points, which are located at stable locations.
Fig. 6: Second Order Passive Global Positioning
State Network Point
2.2.5 Order II Passive
Second-order passive points were measured in the
Durres-Tirana area. These points were measured in
2018 and 2021 before and after the earthquake of
November 26, 2019.
2.3 Method of Measurements
The points of the ALBCORS global positioning
system that are located in the Durres-Tirana region
may have stability movements due to the earthquake
that occurred on November 26, 2019. Based on
guide no. 3, dated 06.09.2013, [10].
I. The duration of GNSS measurements depends on:
- The nature of the base station.
- The average length of all the vectors of the
Geodetic Grid.
- The individual length of each vector used for
connection to remote starting points.
II. The duration of GNSS measurements can be
increased in the following cases:
- To achieve higher accuracy, the measurement
duration is doubled.
- When connecting base stations to the network, the
duration increases twice.
The measurements were made with the static
method, with a time interval of 2 hours, and the data
was recorded every 1".
This method was used for the measurements
that were carried out in 2018 and 2021.
2.3.1 Geodetic Equipment Used
The GNSS Sokkia GRX2 satellite receiver was used
to perform the measurements in 2018 and 2021.
Figure 7 shows the specifications of the GNSS
instrument that was used for measurement.
Fig. 7: GRX2 Specifications Geodetic equipment
2.3.2 Processing of Measurements
Post-processing of static measurements was done
with TBC (Trimble Business Center) version 5.2.
The main stations of the ALBCORS system that
were taken for the post-processing process are those
that cover the area in which the points of the second
order that were taken in the study are located, such
as Shengjin, Durres, Divjake, Lushnje, Elbasan,
Burrel, Rreshen.
2.3.3 Geodetic System
The data for the geodetic system are:
EPSG: 6870 (ETRS89/Albania TM). ETRF2000,
Epoch 2014.177.
Projection: Tranverse Mercator
Datum: ETRS89
Planar Units: Meters
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Parameters:
Scale Factor – 1
Central Meridian – 20
Origin Latitude – 0
False Easting (m) – 500000
False Northing (m) – 0
Rotation Angle – 0
3 Results
3.1 2018 Measurements Results
Table 1 gives the coordinates of the Second-order
Passive Global Positioning State Network measured
in 2018 before the earthquake of 2019. N-North, E-
East, and h-Ellipsoidal heights that are given were
obtained after processing the measurements.
Table 1. Coordinates of the Second order Passive
Global Positioning State network measured in 2018
No Symbol
Coordinates of measured points in 2018
N (m) E (m) h(m)
1 R II 28 4575011.263 486796.087 238.272
2 R II 32 4574424.511 485093.888 158.000
3 R II 27 4578246.898 480762.507 112.078
4 R II 23 4580061.665 478362.193 94.949
5 R II 22 4580790.383 476714.391 85.795
6 R II 19 4581633.990 475479.174 81.034
7 R II 16 4581810.314 473538.691 93.482
8 R II 12 4583301.693 472334.827 99.101
9 R II 10 4585044.052 470707.910 85.689
10 R II 09 4584265.694 469759.999 77.201
11 R II 15 4581722.989 466634.418 60.714
12 R II 17 4581134.182 464685.633 59.207
13 R II 18 4581345.408 462744.261 59.901
14 R II 21 4579555.338 462086.682 54.016
15 R II 24 4578477.435 460966.751 51.178
16 R II 26 4577691.348 458549.038 48.713
17 R II 31 4579490.330 455158.654 36.037
18 R II 29 4577451.857 456224.930 35.729
19 R II 25 4578757.278 453179.698 46.796
20 R II 20 4580553.565 452509.503 40.489
21 R II 14 4582175.801 451775.590 36.652
22 R II 06 4584625.665 450887.945 35.712
23 R II 04 4587883.317 465427.107 79.185
24 R II 08 4585019.306 462253.209 44.819
25 R II 03 4587557.942 459605.594 41.310
26 R II 07 4583977.849 456273.907 36.701
27 R II 33 4573665.373 460332.956 64.774
28 R II 34 4575405.465 466184.210 94.693
29 R II 01 4593726.578 470847.373 56.253
30 R II 05 4588163.257 479022.648 103.797
31 R II 35 4571535.176 478697.319 156.643
32 R II 36 4570486.020 468922.202 110.423
33 R II 37 4569263.398 483856.073 166.499
34 R II 38 4569409.682 474055.536 101.332
35 R II 02 4587876.954 487723.484 212.009
36 R II 11 4585076.098 492106.043 394.790
3.2 2021 Measurements Results
Table 2 gives the coordinates of the Second-order
Passive Global Positioning State Network measured
in 2021 after the earthquake of 2019. The N-North,
E-East, and Ellipsoidal heights that are given were
obtained after processing the measurements.
Table 2. Coordinates of the Second order Passive
Global Positioning State network measured in 2021
No Symbol
Coordinates of measured points in 2021
N (m) E (m) h(m)
1 R II 28 4575011.265 486796.084 238.295
2 R II 32 4574424.538 485093.903 158.009
3 R II 27 4578246.913 480762.517 112.076
4 R II 23 4580061.640 478362.215 95.040
5 R II 22 4580790.367 476714.376 85.808
6 R II 19 4581633.978 475479.188 81.020
7 R II 16 4581810.297 473538.696 93.487
8 R II 12 4583301.700 472334.852 99.096
9 R II 10 4585044.035 470707.898 85.708
10 R II 09 4584265.642 469760.009 77.182
11 R II 15 4581722.956 466634.426 60.783
12 R II 17 4581134.181 464685.675 59.232
13 R II 18 4581345.403 462744.263 59.914
14 R II 21 4579555.325 462086.693 54.026
15 R II 24 4578477.41 460966.767 51.176
16 R II 26 4577691.315 458549.01 48.717
17 R II 31 4579490.283 455158.625 36.046
18 R II 29 4577451.827 456224.924 35.715
19 R II 25 4578757.249 453179.706 46.798
20 R II 20 4580553.538 452509.5 40.494
21 R II 14 4582175.786 451775.58 36.635
22 R II 06 4584625.651 450887.94 35.749
23 R II 04 4587883.322 465427.118 79.307
24 R II 08 4585019.268 462253.203 44.889
25 R II 03 4587557.922 459605.585 41.337
26 R II 07 4583977.811 456273.888 36.751
27 R II 33 4573665.353 460332.963 64.786
28 R II 34 4575405.425 466184.223 94.743
29 R II 01 4593726.559 470847.383 56.238
30 R II 05 4588163.238 479022.64 103.818
31 R II 35 4571535.146 478697.335 156.64
32 R II 36 4570485.992 468922.216 110.421
33 R II 37 4569263.389 483856.078 166.506
34 R II 38 4569409.659 474055.533 101.345
35 R II 02 4587876.977 487723.482 211.998
36 R II 11 4585076.104 492106.042 394.77
3.3 Changes in the Coordinates of the
Measured Points between 2018 and 2021
Table 3 gives the differences in the coordinates of
the points measured in 2018 and 2021 of the
Second-order Passive Global Positioning State
Network in ΔN (m), ΔE (m), and Δh (m).
Figure 8 shows, the changes of coordinates Δx,
(X=North). In the graph below, the maximum and
minimum values of the X-coordinate differences are
given.
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Table 3. The differences in the coordinates of the
points measured in 2018 and 2021 in ΔN (m), ΔE
(m), and Δh (m)
No Symbol
The differences in the coordinates of the points
between 2018 and 2021
ΔN (m) ΔE (m) Δh (m)
1 R II 28 0.002 -0.003 0.023
2 R II 32 0.027 0.015 0.009
3 R II 27 0.015 0.010 -0.002
4 R II 23 -0.025 0.022 0.091
5 R II 22 -0.016 -0.015 0.013
6 R II 19 -0.012 0.014 -0.014
7 R II 16 -0.017 0.005 0.005
8 R II 12 0.007 0.025 -0.005
9 R II 10 -0.017 -0.012 0.019
10 R II 09 -0.052 0.010 -0.019
11 R II 15 -0.033 0.008 0.069
12 R II 17 -0.001 0.042 0.025
13 R II 18 -0.005 0.002 0.013
14 R II 21 -0.013 0.011 0.010
15 R II 24 -0.025 0.016 -0.002
16 R II 26 -0.033 -0.028 0.004
17 R II 31 -0.047 -0.029 0.009
18 R II 29 -0.030 -0.006 -0.014
19 R II 25 -0.029 0.008 0.002
20 R II 20 -0.027 -0.003 0.005
21 R II 14 -0.015 -0.010 -0.017
22 R II 06 -0.014 -0.005 0.037
23 R II 04 0.005 0.011 0.122
24 R II 08 -0.038 -0.006 0.070
25 R II 03 -0.020 -0.009 0.027
26 R II 07 -0.038 -0.019 0.050
27 R II 33 -0.020 0.007 0.012
28 R II 34 -0.040 0.013 0.050
29 R II 01 -0.019 0.010 -0.015
30 R II 05 -0.019 -0.008 0.021
31 R II 35 -0.030 0.016 -0.003
32 R II 36 -0.028 0.014 -0.002
33 R II 37 -0.009 0.005 0.007
34 R II 38 -0.023 -0.003 0.013
35 R II 02 0.023 -0.002 -0.011
36 R II 11 0.006 -0.001 -0.020
Fig. 8: The changes of coordinates Δx, (X=North)
between 2018-2021 Measurements
Figure 9 shows, the changes of coordinates Δy,
(Y=East). In the graph below, the maximum and
minimum values of the Y-coordinate differences are
given.
Fig. 9: The changes of coordinates Δy, (Y=East)
between 2018-2021 Measurements
Figure 10 shows, the changes of coordinates Δh,
(h=Ellipsoidal Height). In the graph below, the
maximum and minimum values of the h-coordinate
differences are given.
Fig.10: The changes of coordinates Δh,
(h=Ellipsoidal Height) between 2018-2021
Measurements
Table. 4 Values from minimum to maximum are
given, and standard deviation and RMSE
Δx Δy Δh Δs
Min (m) -0.027 -0.042 -0.122 0.00360
Max (m) 0.052 0.029 0.020 0.05522
Range (m) 0.079 0.071 0.142 0.05162
Average (m) 0.01694 -0.00292 -0.01617 0.02608
Std Dev. (m) 0.01823 0.01430 0.03133 0.01233
RMSE (m) 0.02489 0.01459 0.03525
‐0,04
‐0,02
0
0,02
0,04
0,06
R
II
28
R
II
27
R
II
22
R
II
16
R
II
10
R
II
15
R
II
18
R
II
24
R
II
31
R
II
25
R
II
14
R
II
04
R
II
03
R
II
33
R
II
01
R
II
35
R
II
37
R
II
02
Differences(m)
Stations
Δx(North)Differencesbetween2018‐2021
Measurements
‐0,06
‐0,04
‐0,02
0
0,02
0,04
R
II
28
R
II
27
R
II
22
R
II
16
R
II
10
R
II
15
R
II
18
R
II
24
R
II
31
R
II
25
R
II
14
R
II
04
R
II
03
R
II
33
R
II
01
R
II
35
R
II
37
R
II
02
Differences(m)
Stations
Δy(East)Differencesbetween
2018‐2021Measurements
0
0,01
0,02
0,03
0,04
0,05
0,06
R
II
28
R
II
27
R
II
22
R
II
16
R
II
10
R
II
15
R
II
18
R
II
24
R
II
31
R
II
25
R
II
14
R
II
04
R
II
03
R
II
33
R
II
01
R
II
35
R
II
37
R
II
02
Differences(m)
Stations
ΔxyDifferencesbetween2018
‐2021Measurements
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Table 4 gives the changes in the coordinates of
the points in X, Y and h of the points of the passive
network second order and the are summarized.
Values from minimum to maximum are given, and
standard deviation and RMSE.
4 Discussion
This study, which presents the change of
coordinates in plan and height in known Geodetic
points (which are the Second-order passive network
points of the Geodetic datum in the Durres - Tirana
area), aims to analyze the changes in coordinates of
these points before and after the seismic event to
understand better the deformation caused by the
earthquake. It describes the geodetic equipment
used to perform GNSS measurements, the GNSS
measurement method, the Rinex data processing
program, and the calculation of the final points
coordinates of the selected geodetic points in the
Durres-Tirana area. Rinex data with 1" interval from
the ALBCORS Global Positioning System were
used to process GNSS measurements of measured
points. Also, in the process of processing the
coordinates of the points, the corrections of the daily
and final ephemerides have been introduced.
The coordinates are calculated in the official
Geodetic system of Albania "KRGJSH" Geodetic
Reference Frame of Albania. An assessment of the
change in the coordinates of the points was made,
including the analysis of the displacement vector of
the points and the presentation of the shift
graphically and analytically. The maximum change
in the plan is 0.052 cm and the minimum change is
0.027 cm. The maximum change in height is 0.020
cm and the minimum change is -0.122 cm. It is
recommended that GNSS measurements should be
made at known geodetic points at a certain time
interval to study local deformation processes in the
Republic of Albania.
To perform GNSS measurements at known
Geodetic points, we must use the data of the Global
Positioning System ALBCORS. Based on the study,
it turns out that the Geodetic points located in the
Durres-Tirana Region have displacements in plan
and height. For this reason, the coordinates of the
points of the Global Positioning System ALBCORS
must be recalculated from the Permanent Stations of
the GNSS network of EUREF, EPN class A to
achieve the highest possible accuracy. EUREF
"Reference Frame for Europe" consists of a network
of GNSS reference stations (Global Navigation
Satellite Systems, such as GPS, GLONASS,
Galileo, Beidou, ...) that operate continuously and
provide data in real-time. The main principles that
will be considered for the measurement campaign
are:
- Measurements will be done simultaneously in all
stations.
- It will be 10 sessions with 24-hour observation.
- As supporting stations will be used only EPN
Class A stations, it will be the freshest solution.
After calculating the coordinates of the points of
the ALBCORS global positioning system from the
Class A EPN Network, we can obtain an accurate
deformation model for the Durres-Tirana region.
5 Conclusions
The maximum values of the X -coordinate
differences are Δx=0.052 m, the maximum
change of coordinates in Y is Δy=0.029 m and
the maximum change in height is Δh=0.020 m.
The minimum change of coordinates in X is
Δx= -0.027 m, the maximum change of
coordinates in Y is Δy= -0.042 m and the
maximum change in height is Δh= -0.122 m..
Changes in the coordinates of the grid points of
second passive order in the Durres-Tirana area
are on average 2-3 cm.
The combination of GNSS, seismic,
gravimetric, and geodetic measurements makes
it possible to create an accurate deformation
model for the entire territory of the Republic of
Albania.
To create an accurate deformation model, the
coordinates of the points of the ALBCORS
system must be recalculated from the EPN
stations (EUREF Permanent GNSS Network).
Declaration of Generative AI and AI-assisted
Technologies in the Writing Process
During the preparation of this work, the authors
used ChatGPT to enhance the clarity and coherence
of the text. After using this tool/service, the authors
reviewed and edited the content as needed and took
full responsibility for the content of the publication.
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Contribution of Individual Authors to the
Creation of a Scientific Article (Ghostwriting
Policy)
- Eduart Blloshmi carried out the measurements,
processing, and calculation of the final
coordinates and prepared the report.
- Bledar Sina carried out the measurements and
prepared the report.
Sources of Funding for Research Presented in a
Scientific Article or Scientific Article Itself
No funding was received for conducting this study.
Conflict of Interest
The authors have no conflicts of interest to declare.
Creative Commons Attribution License 4.0
(Attribution 4.0 International, CC BY 4.0)
This article is published under the terms of the
Creative Commons Attribution License 4.0
https://creativecommons.org/licenses/by/4.0/deed.en
_US
WSEAS TRANSACTIONS on ENVIRONMENT and DEVELOPMENT
DOI: 10.37394/232015.2024.20.63
Eduart Blloshmi, Bledar Sina
E-ISSN: 2224-3496
661
Volume 20, 2024