• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
• /
• 2004.04a
• /
• pp.125-130
• /
• 2004

As an application of GPS is increased by world geodetic system introduction gradually, in this time, It is increased necessary of GPS baseline analysis program development. In this study, I developed a baseline analysis program by L1/L2 carrier. And I compared a baseline analysis result with a commercial program. I showed precision of approximately ${\pm}$1cm in a baseline length in case of Narrow lane as a result that a baseline analysised a developed program.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
• /
• v.26 no.2
• /
• pp.157-164
• /
• 2008

GPS baseline analysis is a mathematical procedure which estimates a baseline vector from carrier-phase double-differenced observations. Least squares technique is generally applied for the processing and integer ambiguities in the observations should be resolved to obtain maximum accuracy of the solution. In GPS control surveying, after assembling the baseline solutions into a network, adjustment is performed to derive final coordinate sets of unknown points. This paper deals with details of GPS baseline analysis for the $2^{nd}$ order national geodetic network adjustment. After reviewing GPS campaigns carried out by National Geographic Information Institute (NGII) and their observations. technical issues and considerations for the GPS baseline analysis are presented with emphasis of selecting the processing strategies and software. Finally, the analyzed results will be evaluated by examining the close of figures formed by joining the processed baseline vectors.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
• /
• 2007.04a
• /
• pp.3-6
• /
• 2007

The GPS baseline processing and the network adjustment was required a preliminary classification and check for effective work because the observation data of GPS $3^{rd}$ order control points are enormous attain to about 12,000 points. Particularly, in baseline processing and network adjustment a inaccuracy GPS antenna heights and point names yield a gross error or a S/W computation error. For the baseline processing of observation data, the related all materials were collected and were required a final check. The factor occurring a error, in GPS the baseline processing, were inspected variously after a checking observation data. Also, baseline processing method of GPS $3^{rd}$ order control points were commented and the analysis carry out a results with a experiment. The ellipsoidal distance and height of duplication baseline was compared between adjoin campaign areas for a accuracy analysis of baseline processing. According to the result, the mean is about 1cm for horizontal direction and about 2cm for vertical direction.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
• /
• v.27 no.2
• /
• pp.149-157
• /
• 2009

The orbit ephemeris of Global Positioning System(GPS) is one element to determine the surveying accuracy and there are broadcasting ephemeris and precise ephemeris, IGS rapid orbit and IGS ultra rapid orbit in the orbit ephemeris of GPS. In this study, test area was selected in Uljin, Kyungsanbukdo and GPS surveying was accomplished at 37 points in the test area. Then baseline solution was done on 74 baseline using broadcasting ephemeris and precise ephemeris and analysis by TGO and the results were compared. Comparison results were showed that there were nearly no difference between the two results but in case of relative precision of the baseline, it was slightly better the baseline results of precise ephemeris which showed 0.706ppm than the baseline results of broadcasting ephemeris which showed 0.708ppm.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
• /
• v.18 no.2
• /
• pp.121-127
• /
• 2000

Kinematic GPS surveying which can obtain much 3D topographical information through short-time measurement is being utilized mainly in the short baseline less than a few kilometers. Because the decision of position for the long baseline depends on the static GPS surveying which needs long time measurement, the method for measuring the position of long baseline is needed. In this study, the accuracy of the baseline according to the baseline distance, ephemeris, and observation time by GPS surveying is analysed to confirm the application of kinematic GPS surveying for the long baseline. As the result of this, the acquisition of 3D topographical information by GPS surveying in a few minutes will be possible when PDOP is less than 4, and the fast precise ephemeris is used within 60 km. Also, the accuracy is similar to that of final precise ephemeris of IGS. If a lot of studies about the long baseline kinematic GPS surveying are processed, the acquisition of topographical information for various industry including land development will be obtained more efficiently.

• Journal of Korean Society for Geospatial Information Science
• /
• v.10 no.2 s.20
• /
• pp.57-66
• /
• 2002

This paper establised GPS network consist of 75km average baseline lengths over Jeollanamdo and Jeollabukdo nine point station and fixed Gwangju point station. We quantitavely analyzed how much precision of the baseline determination is improved for GPS survey when using the precise eqhemeris instead of tile broadcast ephemeris of GPS satellites. The observed data for each baseline were processed two times with the same conditions alternately changing the broadcast and the precise ephemeris. The standard deviations from the repeated measurments for each baseline ara compared between the results of using the broadcast ephemeris and the precise ephemeris. As the results, the precision, stability and reliability of the baseline determination using the precise ephemeris is better than those of using the broadcast ephemeris for all baselines.

• Journal of Korean Society for Geospatial Information Science
• /
• v.4 no.2 s.8
• /
• pp.15-22
• /
• 1996

As the exact geographical information has been nowadays required for effective developing and using of national land, in the country, there has been interested in using of GPS, and its practical use is expected. Various kinds of fundamental research for practical use of GPS is being accomplished. In this study, a test was carried out over 9 stations with baseline of the range of 1.5 to 210km, and the accuracy of baseline length by GPS relative positioning was variously considered. As result of this study, using a GPS receiving L1 frequency only, baseline accuracy for 2 hour observation was of the order of 0.3ppm for the 10km, and for I hour was below 1ppm. Using a GPS receiving dual frequency(L1/L2), baseline accuracy was of the order of 0.3ppm for the 100km to 200km as 3 hour observation using double difference methods by carrier phase. With basic on the result of this study, when observation and baseline processing are proceeded by the selected optimum observation time and using of baseline processing method, we can expect that geographical information will be acquired effectively.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
• /
• 2003.10a
• /
• pp.81-86
• /
• 2003

As the utility value of GPS in surveying field is on the increase after the conversion into the world geodetic system, it is attracting the interest of many people involved in the application of GPS. In this study an algorithm was established settling ambiguity through LAMBDA techniques and the baseline processing program was developed for L1/L2 carrier phase using visual c++ 6.0, which is an object-oriented language. And the developed program proved that it maintained a difference of less than 3mm over the short baseline of 1.5m or shorter when compared with other commercialized programs.

• 제어로봇시스템학회:학술대회논문집
• /
• 2005.06a
• /
• pp.1211-1215
• /
• 2005

In the GPS attitude determination system, the baseline length constraints can be used efficiently to reduce the search space. It is possible by adopting the assumptions that the baseline length doesn't change and the true baseline length is precisely known. But in real situation, the baseline length might be changed by many reasons and it is impossible to measure the true baseline length because there exists measurement error and antenna phase centre movement. In order to analyze the effect of the baseline length accuracy, one needs to know the relation between the accuracy of the baseline length and success rates of the integer ambiguity resolution. In this paper, the effect of the baseline length accuracy to the integer ambiguity resolution in the attitude determination system is analyzed by empirical method. The results show that the margins in the baseline length accuracy is less than a few cm which implies that one should take great cares when applying the attitude determination system to the flexible structures.

• Journal of the Korean Association of Geographic Information Studies
• /
• v.12 no.1
• /
• pp.36-43
• /
• 2009

In this study, the impact of the covariance between the baselines on the network-based GPS positioning is analyzed. For the analysis, the multi-baseline solutions with properly modeled covariance between the baselines and the combined solutions from the single-baseline solutions are obtained, respectively. Then, the accuracies of both solutions are evaluated in terms of coordinate residuals, i.e., the differences between the positioning solutions and the published stations' coordinates. The results indicate that the positioning accuracy in static mode depends much on the geometry of GPS satellites rather than the proper modeling of covariance between the baselines. Also, slight but negligible improvement in positioning accuracy is observed in static solutions. Therefore, one may use combined solutions as an alternative to multi-baseline solutions for the network-based GPS positioning. However, multi-baseline solution with properly modeled covariance between the baselines is recommended to use especially for the applications to detect very small displacement, i.e., deformation of the building or bridge.