• Journal of the Korea Academia-Industrial cooperation Society
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• v.13 no.8
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• pp.3470-3476
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• 2012

In this study, for cadastral surveying specified in current relevant legislation, regulations of allowable error tolerance and applicable equipments, accuracy in the relevant regulations and applicable regulations were comprehensively studied. Based on them, the objective was to develop performance standard for cadastral surveying equipments satisfying allowable error tolerance of cadastral surveying specified in the special law for cadastral re-survey. The study results are as follows. By comparing current legislation for performance and allowable error tolerance of applicable equipments with provisions of the special law for cadastral re-survey, analyzed were where performance of equipments needs to be improved on cadastral re-survey project. Based on them, as primary control point surveying and detail surveying were separated, performance standard of equipments were presented. Results of this study may be utilized as basic materials for supply and demand program of surveying equipments on establishment of the basic plan for cadastral re-survey project.

• 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.13 no.2
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• pp.237-244
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• 1995

In this study, we made WGS84 geoidal height model from GPS measurements for bench marks and calculated geoidal height of B.Ms which were selected check points using the hi-linear, trend surface fitting and triangulation interpolation method. From these, the interpolation accuracy was studied. Also, we tried to study accuracy of height transformation by making up orthometric height with latitude and longitude on Bessel ellipsoid for bench marks which were calculated by applying transformation parameters that were got GPS measurements for precise primary control stations. As a result of this study, the WGS84 geoidal height and orthometric height could be determined as a deviation value of 20 cm.

• Journal of Korean Society for Geospatial Information Science
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• v.10 no.4 s.22
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• pp.61-67
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• 2002

This study is aimed to suggest a practical use of GPS continuous stations by conducting the precision analysis using its data. Currently dozens of continuous stations have been installed and operated since the first GPS continuous station built by KAO(Korea Astronomy Observation) in 1985. The utilization of the surveyed information, however, has been under-developed regardless of a significant investment, which leads the necessity of utilization plan. The results of this study show that the mis-closures between the two points at University of Incheon and Suwon/Seoul stations of NGI(National Geography Institute), Seoul stat ion of KAO, and Incheon station of MOGAHA(Ministry Of Government Administration and Home Affairs) are 0.0206m, 0.0118m, 0.0129m and 0.0024m respectively. It indicates that the analyzed mis-closures were less than the allowed values ill the primary/secondary control point specification for GPS surveying, i.e. a mis-closure less than 30mm for the distance less than 30km and a mis-closure less than $IPPM{\times}D(km)$ for the distance greater than 30km.

• Korean Journal of Geomatics
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• v.5 no.1
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• pp.7-19
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• 2005

Photogrammetric mapping procedures have gone through major developments due to significant improvements in its underlying technologies. The availability of GPS/INS systems greatly assist in direct geo-referencing of the acquired imagery. Still, photogrammetric datasets taken without the aid of positioning and navigation systems need control information for the purpose of surface reconstruction. Point features were, and still are, the primary source of control for the photogrammetric triangulation although other higher-order features are available and can be used. LIDAR systems supply dense geometric surface information in the form of three dimensional coordinates with respect to certain reference system. Considering the accuracy improvement of LIDAR systems in the recent years, LIDAR data is considered a viable supply of photogrammetric control. To exploit LIDAR data, new challenges are poised concerning the representation and reference system by which both the photogrammetric and LIDAR datasets are described. In this paper, registration methodologies will be devised for the purpose of integrating the LIDAR data into the photogrammetric triangulation. Such registration methodologies have to deal with three issues: registration primitives, transformation parameters, and similarity measures. Two methodologies will be introduced that utilize straight-line and areal features derived from both datasets as the registration primitives. The first methodology directly incorporates the LIDAR lines as control information in the photogrammetric triangulation, while in the second methodology, LIDAR patches are used to produce and align the photogrammetric model. Also, camera self-calibration experiments were conducted on simulated and real data to test the feasibility of using LIDAR patches for this purpose.