Comparison of Various GPS Processing Solutions toward an Efficient Validation of the Hellenic Vertical Network: The ELEVATION Project

Andritsanos, V. D.; Arabatzi, Orthodoxia; Gianniou, M.; Pagounis, V.; Tziavos, I. N.; Vergos, Georgios S.; Zacharis, Vangelis

doi:10.1061/(asce)su.1943-5428.0000164

Cited by 7 publications

(5 citation statements)

References 9 publications

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“…For the CSRS-PPP solutions, we uploaded data for eleven consecutive days via the internet, and the results were received via email. We did self-processing by gLAB to compute the positions of all eight CORS in accordance with similar studies (Andritsanos et al, 2016;Akpınar & Aykut, 2017;Soni et al, 2020).…”

Section: Ppp Solutionsmentioning

confidence: 99%

Congruence through repeatability of position solutions by different GNSS survey techniques

Abukari¹,

Acheampong²,

Dadzie³

et al. 2022

SA J of Geomatics

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In this study, we determined three-dimensional (3D) position coordinates for eight new Continuous Operating Reference Stations (CORS) in Ghana through three different GNSS positioning techniques. The three GNSS positioning techniques whereby the network of CORS was tied to ITRF14 and War Office 1926 datums included:1) Precise Point Positioning (PPP); 2) Precise Differential GNSS (PDGNSS), using reference stations based on ITRF14; and 3) PDGNSS, using reference stations based on War Office. The PPP solutions were computed using the Canadian Spatial Reference System Precise Point Positioning software (CSRS-PPP), available online and as an open source GNSS laboratory tool software (gLAB). The PDGNSS solutions were obtained from OPUS and AUSPOS online services, as well as from self-post-processing using Topcon Tools software v8.2.3. All solutions were computed using 24-hour data for twelve consecutive days in the month of October 2018 (GPS DoY 284 to GPS DoY 295). The quality, reliability, and acceptability of position solutions were measured by computing the average positioning error, the rate of ambiguity resolution and the repeatability ratios of the solutions. The variability of coordinate differences for each pair of different positioning techniques was computed to determine their solution congruences. Ultimately, , the average positioning errors in northing, easting, and height were 0.003m, 0.005m and 0.009m, respectively. The rate of ambiguity resolution was between 75.3% and 90.3%. Repeatability ratios ranged between 1: 68,500,000 and 1: 411,100,000. Finally, the minimum and maximum range of variability in coordinate differences for each pair of positioning techniques was 1mm to 16mm for horizontal positions and 2mm to 137mm for vertical positions.

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Section: Ppp Solutionsmentioning

confidence: 99%

Congruence through repeatability of position solutions by different GNSS survey techniques

Abukari¹,

Acheampong²,

Dadzie³

et al. 2022

SA J of Geomatics

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“…The occupation time was about 60 min. We chose a one hour observations since distances from CORSs to benchmarks were about 15-20 km at most (≈80% of the benchmarks), and according to literature [31,32] this occupation time is sufficient at these distances. A maximum distance of ≈30 Km characterizes an IGM95 benchmark.…”

Section: Static Nrtk Survey and Software Processingmentioning

confidence: 99%

“…Based on results from similar tests (short baselines, 10-30 kilometres in length, observed for a hour), it has been demonstrated that the commercial software packages performs better than a scientific one (e.g., Bernese) [31,32].…”

Section: Introductionmentioning

confidence: 99%

NRTK, PPP or Static, That Is the Question. Testing Different Positioning Solutions for GNSS Survey

et al. 2021

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Worldwide, the determination of the coordinates from a Global Navigation Satellite System (GNSS) survey (in Network Real Time Kinematic, Precise Point Positioning, or static mode) has been analysed in several scientific and technical applications. Many of those have been carried out to compare Precise Point Positioning (PPP), Network Real Time Kinematic (NRTK), and static modes’ solutions, usually, using the latter as the true or the most plausible solution. This approach is not always possible as the static mode solution depends on several parameters (baseline length, acquisition time, ionospheric, and tropospheric models, etc.) that must be considered to evaluate the accuracy of the method. This work aims to show the comparison among the GNSS survey methods mentioned above, using some benchmark points. The tests were carried out by comparing the survey methods in pairs to check their solutions congruence. The NRTK and the static solutions refer to a local GNSS CORS network’s analysis. The NRTK positioning has been obtained with different methods (VRS, FKP, NEA) and the PPP solution has been calculated with two different software (RTKLIB and CSRS-PPP). A statistical approach has been performed to check if the distribution frequencies of the coordinate’s residual belong to the normal distribution, for all pairs analysed. The results show that the hypothesis of a normal distribution is confirmed in most of the pairs and, specifically, the Static vs. NRTK pair seems to achieve the best congruence, while involving the PPP approach, pairs obtained with CSRS software achieve better congruence than those involving RTKLIB software.

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“…One important reason is that in MBS the stochastic model for differential observations becomes more sophisticated [28]. Most of the present commercial software is developed based on the SBS model [29][30][31]. To solve this problem, some researchers have proposed the equivalent double-differenced (DD) observation equations [32][33][34], in which a transformation matrix is generated to eliminate receiver clock errors and satellite clock errors.…”

Section: Introductionmentioning

confidence: 99%

BDS/GPS Multi-Baseline Relative Positioning for Deformation Monitoring

Wang

Dai

2022

Remote Sensing

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The single-baseline solution (SBS) model has been widely adopted by the existing global navigation satellite system (GNSS) deformation monitoring systems due to its theoretical simplicity and ease of implementation. However, the SBS model neglects the mathematical correlation between baselines, and the accuracy and reliability can be degraded for baselines with long length, large height difference or frequent satellite signal occlusion. When monitoring large-area ground settlement or long-spanned linear objects such as bridges and railroads, multiple reference stations are frequently utilized, which can be exploited to improve the monitoring performance. Therefore, this paper evaluates the multi-baseline solution (MBS) model, and constrained-MBS (CMBS) model that has a prior constraint of the spatial-correlated tropospheric delay. The reliability and validity of the MBS model are verified using GPS/BDS datasets from ground settlement deformation monitoring with a baseline length of about 20 km and a height difference of about 200 m. Numerical results show that, compared with the SBS model, the MBS model can reduce the positioning standard deviation (STD) and root-mean-squared (RMS) errors by up to (47.4/51.3/66.2%) and (56.9/60.4/58.4%) in the north/east/up components, respectively. Moreover, the combined GPS/BDS positioning performance for the MBS model outperforms the GPS-only and BDS-only positioning models, with an average accuracy improvement of about 13.8 and 25.8%, with the highest accuracy improvement of about 41.6 and 43.8%, respectively. With the additional tropospheric delay constraint, the CMBS model improves the monitoring precision in the up direction by about 45.0%.

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Comparison of Various GPS Processing Solutions toward an Efficient Validation of the Hellenic Vertical Network: The ELEVATION Project

Cited by 7 publications

References 9 publications

Congruence through repeatability of position solutions by different GNSS survey techniques

Congruence through repeatability of position solutions by different GNSS survey techniques

NRTK, PPP or Static, That Is the Question. Testing Different Positioning Solutions for GNSS Survey

BDS/GPS Multi-Baseline Relative Positioning for Deformation Monitoring

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