• KSCE Journal of Civil and Environmental Engineering Research
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• v.13 no.1
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• pp.151-159
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• 1993

In conjunction with a vertical network. horizontal geodetic control points provide the basic framework for topographic mapping and legal survey. The design of such networks as well as the technical means for obtaining their coordinates have been changed in time, and therefore Korea National Geographic Institute has planned and observed the precise geodetic network since 1975. The aim of this study is to investigate the systematic distortions of the precise geodetic network in Korea implementing by the simultaneous adjustment. The results show that there are large discrepancies between adjusted and public coordinates in Chun-nam and Kyung-buk areas. The coordinate discrepancies are mainly due to the non-rigorous adjustment method and the disregard of the orientation unknown of the first direction for some blocks.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.6 no.2
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• pp.19-27
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• 1988

In determining the horizontal positions, economic, speedy, and accurate analytical adjustment methods have studied and developed for a long time. From now on, the adjustment methods using both angles and distances are expected because the development of more precise instruments, E.D.M, and electronic total station provide us with more advantages than the conventional measurement system. The objective of this paper is to study the characteristics of triangulation, trilateration, and combination method due to change of the weight factor of angles, distances, azimuthes, and control point coordinates of combined geodetic network. The results of this study show that combined method is more accurate and effective than other methods in case of combined geodetic network as the other simple networks.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.13 no.1
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• pp.1-12
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• 1995

In order to provide the new official coordinates set of Korean Geodetic Primary Framework, the data of Precise Primary Geodetic Network (PPGN) were reviewed and validated in the project and block adjustment stage. Moreover PPGN data set was constructed for various computer processings. The simultaneous least squares adjustment was carried out to assess the net strength, local weakness and accuracy of PPGN and to evaluate the horizontal displacements of the resin of Korean peninsula. Finally, the precise horizontal coordinates set of 1st and 2nd order triangulation points of Korea was computed and presented.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.25 no.5
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• pp.437-449
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• 2007

This paper deals with issues of GPS network adjustment for the purpose of determining the $3^{rd}$ order national geodetic control points based on the Korean Geodetic Datum which has newly adopted in the country since early 2003. After examining and arranging all the observations, GPS baseline analyses were performed to estimate baseline vectors between two control points. All the observations were divided into 17 block networks in order to accelerate the adjustment efficiency. After applying a minimally constrained adjustment technique to each of the block networks for the sake of detecting outliers and examining network precision, over constrained adjustments by fixing all of the $2^{nd}$ order control points within the block network were carried out to derive final coordinate sets. The final solutions indicated that the accuracy of the adjusted coordinates was better than 1cm and 2cm in the horizontal and vertical component, respectively.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.7 no.2
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• pp.27-34
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• 1989

Geodetic control networks have been used for more than 200 years by peculiar national system, both to establish the size and shape of the earth, and to determine the positions of points on its surface. Junction schemes for the densified geodetic network are proposed to the case whether the accuracy of existing network is known or unknown, in this paper. The concepts of adjustment, under the condition of partial $X^TX$＝min., is applied to densification system. Moreover, the technique of epoch analysis, which is often used in small deformation survey net, is introduced to the national control network for unstable point detection.

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

• KSCE Journal of Civil and Environmental Engineering Research
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• v.7 no.1
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• pp.1-9
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• 1987

This paper is mainly concerned with the analysis of post-adjustment techniques for the outliers identification and reliabilities in geodetic networks. The proposed strategy which easily attached to a least squares adjustment program, is successfully used in a test network. It shows that their application can considerably improve the quality of the results, but the main advantage appears when their reliability is considered.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.25 no.5
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• pp.393-398
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• 2007

According to the Korean datum change to a world geodetic system, the EDM area should be readjusted to provide consistent product over the country. The data set for EDM area is extracted from the previous KTN1987 DB and checked for the moved markers in XY network adjustment which provides quality verification. Then, EDM data set for the seven areas are rebuilt for the adjustment. Since the data is still based on the old datum, the coordinates of the data are transformed by applying the coordinate transformation parameters. Here, the transformation parameters, which were determined for the conversion of 1:50,000 topographic maps by NGII, were used. For each EDM point, the geoidal height from EGM96 model is applied to obtain the ellipsoidal height based on the GRS80. The measured distance projected onto GRS80 is adjusted using BL network adjustment by fixing 2nd order or 3rd order GPS control points. The results from the readjustment show the minimum standard error of 1.37" and the maximum standard error of 2.13". Considering the measurement accuracy of EDM (1.6" corresponding to about 2cm) and GPS position for fixed points (2cm), this result is considered to be reasonable and it is good for the practical use.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.10 no.4
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• pp.95-101
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• 1990

Orthogonal decomposition technique, not using normal equation, but using observation equation directly, is accepted for adjusting the geodetic network in this paper. The results of study show that the technique is the numerically stable and powerful method in network adjustment by inner constraints or weighted position parameters. Also, it is suitable to middle sized-network and is applicable to Cholesky Factor in the normal equation system.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.16 no.1
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• pp.51-58
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• 1998

The goal of this study is to propose a precision improvement scheme for long baseline determination based on the use of IGS ephemeris and different cutoff angles. It is also to present the adjustment results of ’96 Korea GPS fiducial network. In order to obtain more accurate coordinates in precise geodetic surveying, the revision of specification is necessary for the field operation and procedure of baseline processing.