• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2004.04a
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• pp.375-382
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• 2004

Lately, 3D GIS begins to be widely used in many application fields. In this research, we proposed a survey and analysis result of research trends for 3D GIS technologies-acquisition of 3D spatial data, 3D features structuring, 3D visualization, data query, and transmission etc. The result is expected to give the helpful information for constructing research road-map on development of 3D GIS technologies.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2004.04a
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• pp.233-238
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• 2004

This study deals with the extraction of highway's superelevation using digital imagery which are economic method in constructing database for the side of highway management. Using CCD camera, both center line and shoulder of highway are measured by analyzing the result value and enough result values were obtained. This study is expected to become effective method for extraction of highway alignment elements in the Digital Photogrammetry.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2003.10a
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• pp.141-146
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• 2003

In case of producing image map by using the color aerial photograph, DEM makes on huge effects to the accuracy of ortho image. Thus, this paper has the purpose that evaluate the accuracy of DEM acquired by matching the color aerial photograph. At the study, result of color aerial photograph's control point surveying was X=${\pm}$0.14m, f=${\pm}$0.16m. Estimated result by DEM of plot-map and matching has RMSE=${\pm}$1.058m for the elevation(Z). For matching DEM has a minor(-)'s value, it can access that produce by high point than plot-map DEM.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2003.10a
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• pp.61-64
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• 2003

This study attempts to analyze both the mis-closures between triangulation points of 3 and 4 glade and permanent sites data, and accuracy of according as change the number of utilized GPS permanent sites and base lines for improvement of the accuracy in GPS surveying using permanent sites data. The result of this study show that the mis-closure between the two points and Jeonju/Chungju/Sangju/Daegu stations of NGI(National Geography Institute) are 0.0051 m, 0.0361 m, 0.0039 m and 0.0198 m respectively. It indicated that the mis-closures were less than the allowed values in the primary/secondary control point specification for GPS surveying, a mis-closure less than 30 mm for the distance less than 30 km and a mis-closure less than 1 PPM${\times}$D(km) for the distance greater than 30 km. Jinan 11 of actual surveying point for the base line 21.4911 km in Jeonju permanent site and 87.8156 km in Sangju permanent site, northing and easting for planimetric errors of Jinan 11 are 0.0120 m and 0.0113 m, northing and easting for planimetric errors of Jinan 12 are 0.0122 m and 0.0115 m.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.16 no.1
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• pp.9-15
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• 1998

Numerical cadastral surveying method has advantages of higher accuracy and less individual error than planetable surveying method if we consider the result of surveying at the same area. Now in the areas where they use numerical cadastral records, coordinate is the basis when the boundary location is registered in numerical cadastral re-cords or is reconstructed on land surface, and this coordinate represents simply the absolute locational relationship with respect to origin point. But when we register the cadastral boundary location in cadastral or reconstruct it on land, relative relationship with respect to traverse point is more advisable basis than absolute relationship with respect to orgin point. This study contributes to the numerical cadastral surveying by discussing the problems to be improved that the principle of coordinate based boundary location registration and reconstruction has.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2009.04a
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• pp.119-123
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• 2009

In the areas of civil engineering or cadastral surveying, multi-orientation process such as setting out boundary mark is regarded as one of the important tasks, measuring land feature and indicating acquired data to the grounds. In case of using dual frequency receiver and TS(total station), there are much advantages in setting out surveying results in the field. However, it costs very expensive and the equipments for enhancing correctness are very complex. In this study, technical factor was reviewed in which single frequence receiver and TS, comparatively cheap and easy to establish a system, was connected into TS(Total Station) in order to make easy to orientation and setting out. As a result of this study, it was possible to support GPS and TS surveying and set out it by short distance wireless communication method using single frequency GPS receiver. And by developing the system, it also could lessen the time of setting out in large areas and difficulty of the surveyors in the field.

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2010.04a
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• pp.285-287
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• 2010

It is recently enlarged to necessity of 3D spatial information model in urban areas. and in order to that, It is increased to use the terrestrial LiDAR. The Point clouds which are received by terrestrial LiDAR take a relateive coordinate. For transform into absolute coordinate, it carry out GPS surveying. However, it is difficult to geo-referencing of point clouds using the GPS due to high buildings and facilities in urban area. This study suggests a methodology, that is geo-referencing of point clouds which is received from terresstrial LiDAR in urban area and then verified accuracy of geo-referencing of point clouds. In order to geo-Referencing of point clouds which are received in Engineering building of Yonsei Univ., it was be setout through GPS surveying, and then obtained absolute coordinate of real building. Using this coordinate, It was operated geo-referencing of point clouds, verified accuracy between check point and geo-referenced point clouds. As a result, RMSE of check point shows that GPS surveying is 6.9~8.0cm.

• Journal of Korean Society for Geospatial Information Science
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• v.17 no.1
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• pp.37-42
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• 2009

The accuracy of RTK GPS is limited by the distance dependent errors from orbit, ionosphere and troposphere, as the distance between the rover and the base station increases in the Real Time Kinematic surveying. To solve this problem, VRS system has installed. This study would estimated the accuracy of cadastral detail surveying, which is used on the VRS RTK instead of Total Station and RTK GPS demand for various equipments and time. As a result of study, the positioning accuracy of the VRS RTK and RTK GPS surveying make no greate difference, as RMSE of VRS RTK surveying is 0.144m and that of RTK GPS surveying is 0.146m and the new method would be more efficient.

• Journal of Korean Society for Geospatial Information Science
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• v.14 no.3 s.37
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• pp.23-30
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• 2006

The case of a forest area has tome limitations of adopting a ground surveying like as TS (Total Station) and RTK-GPS (Real Time Kinematic-GPS) due to the specificity of the forest area. Therefore, the new method, is different from exist the cadastral re-surveying method in a metro area and a cropland, is applicably considered in the forest area. In this paper, we suggest the applicability of the digital cadastral map of forest which is used at KLIS. According to the result of study, the most important area error value for adopted in the cadastral re-surveying is almost contained the error tolerance. Therefore, KLIS data, if it is related with the actual reference data for adjusting the location boundary, is suitable to be adopted in the cadastral re-surveying.

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