• Proceedings of the Korean Information Science Society Conference
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• 1998.10b
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• pp.120-122
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• 1998

본 논문에서는 토지지번 중심의 현행 주소체계를 도로 중심의 새로운 주소체계로 변환시키기 위해 시스템 설계의 기본원칙을 설정하고, 건물과 도로의 공간정보를 이용한 지리정보시스템(GIS)를 활용하여 신주소변환 시스템을 구현한다. 이는 도로중심선과 건물좌표의 직교점을 찾아 도로기점과의 거리에 따라 건물번호를 부여하고, 도로와 골목길에서의 건물번호를 서로 다른 방식으로 부여하여 차별화된 주소체계를 유도하였다. 특히, 도로내의 골목길은 네트워크로 구성된 위상관계를 가지도록 설계하였다.

• Proceedings of the Korean Society of Computer Information Conference
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• 2022.07a
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• pp.231-232
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• 2022

본 논문에서는 비디오 시퀀스 내에서 카메라의 움직임을 추적하고, 추적 데이터를 기반으로 2D 영상에 3D CG 객체를 추가하는 방법을 소개한다. 해당 객체가 시점을 고려한 장면 내의 피사체로써 간주되기 위해서는 3차원 가상공간 내에서 피사체의 위치를 기반으로 장면 내 기준 평면을 구성하는 점들과 카메라의 기저 축 좌표를 조정한다. 영상제작 현장에서 활용되는 소프트웨어에서 수작업으로 진행되는 과정을 살펴봄으로써 매치 무빙기법이 증강현실과 광학기반의 SLAM 등과 같은 다양한 응용분야에서의 활용을 고려할 수 있겠다.

• 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.7 no.1
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• pp.1-9
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• 1989

Up to date, the ditermination of three dimentional position is performed sperately by horizontal and vertical adjustment. The purpose of this study is to determine simultaneously three dimentional coordinates of one unknown point by measuring only three slope distances from one unknown point to three fixed points. In this study, the adjustment problem for measurement values inclading redundancy is solved by observation equation and condition equation, and also the characteristic of these two analysis methods is studied and investigated.

• Journal of Cadastre & Land InformatiX
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• v.47 no.1
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• pp.95-110
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• 2017

The network RTK surveying has been widely used in the field of cadastral surveys in recent years, and its use is gradually expanding. As a result of the implementation of GPS static surveys by civilian companies in accordance with the progress of the cadastral surveys and gradual civilian transfer plans and cadastral surveys, there has been an increase in the number of civilian companies performing surveys. In this paper, we describe the process of applying the results of analysis of conformity using the network RTK site calibration function on the local coordinate system to the GPS static surveying of the cadastral reference points in Anyang city. In addition, the measurement results of the network RTK site calibration function and the results of the GPS static surveying network reconciliation in the local coordinate system were compared, and the performance was determined within 0.04m maximum of RMSE(Root Mean Square Error), and further study on the application method is needed.

• Journal of Korean Society for Geospatial Information Science
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• v.16 no.3
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• pp.3-13
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• 2008

The coordinate of cadastral control points located over the area of different surveying origins is computed in a single surveying origin by trilateration adjustment of GPS baseline measurements. In every different surveying origins, well-matched control points are selected and mutually coinciding coordinates are computed by free network adjustment. Then, the coordinate of the other control points over the area is computed by joining these points to the adjusted points. In practice, by using 18 points of Gari, 17 points of Gyeyang, and 33 points of Central origin in Incheon, the coordinates of total 68 points in every surveying origin are computed. Between the points of different surveying origins, it is found that there are quantitative differences in azimuth and scale factors and the approximate point coordinate of other surveying origins is calculated by correcting the scale and azimuth.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.21 no.4
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• pp.309-316
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• 2003

Rapid and accurate data processing is required in many GPS(Global Positioning System) applications including surveying. While one can use four different kinds of GPS satellite orbits, we evaluated the accuracy and precision of each kind of orbits to find the best candidate for rapid and accurate data processing. The four different kinds of orbits we: broadcast orbits from GPS satellites; and ultra-rapid orbits, rapid orbits, and precise orbits provided by international GPS data analysis centers such as IGS. With GIPSY and ultra-rapid orbits, we could get the positioning accuracy of 1.5cm from seven days of GPS data. From this study, we conclude that rapid and accurate data processing is achieved with GIPSY and ultra-rapid orbits.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.30 no.3
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• pp.249-258
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• 2012

In this study, the epoch adjustment model was developed to correct GPS precise point positioning result to be suitable for the current geodetic datum of Korea which is tied at past epoch statically. The model is based on the formula describing crustal movements, and the formula is composed of several parameters. To determine the parameters, the data gathered at 14 permanent GPS stations for 10 years, from 2000 to 2011, were processed using GIPSY-OASIS II. It was possible to determine the position of permanent GPS stations with an error range of 16mm and the position of check points with an error range of 12mm by appling the model to GPS precise point positioning result. It is considered that more precise model could be calculated by using GPS data of more permanent GPS stations.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.37 no.4
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• pp.267-277
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• 2019

Photogrammetry and computer vision are identical in determining the three-dimensional coordinates of images taken with a camera, but the two fields are not directly compatible with each other due to differences in camera lens distortion modeling methods and camera coordinate systems. In general, data processing of drone images is performed by bundle block adjustments using computer vision-based software, and then the plotting of the image is performed by photogrammetry-based software for mapping. In this case, we are faced with the problem of converting the model of camera lens distortions into the formula used in photogrammetry. Therefore, this study described the differences between the coordinate systems and lens distortion models used in photogrammetry and computer vision, and proposed a methodology for converting them. In order to verify the conversion formula of the camera lens distortion models, first, lens distortions were added to the virtual coordinates without lens distortions by using the computer vision-based lens distortion models. Then, the distortion coefficients were determined using photogrammetry-based lens distortion models, and the lens distortions were removed from the photo coordinates and compared with the virtual coordinates without the original distortions. The results showed that the root mean square distance was good within 0.5 pixels. In addition, epipolar images were generated to determine the accuracy by applying lens distortion coefficients for photogrammetry. The calculated root mean square error of y-parallax was found to be within 0.3 pixels.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.21 no.2
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• pp.147-154
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• 2003

The close-range photogrammetry is a surveying technique the acquiring the 3D object from 2D geometric appearance shown in the image. Camera treatment is relatively so simple. Camera position refer to the object can be freely adjusted by locating the exposure station at any site. So it is used effectively on a small area or object for survey. In this study, using the digital camera which has capacity of keeping numerical value by itself and easy carrying, we analyze the positioning error according to various change of photographing condition. Also we try to find a effective method of acquiring basis data for 3D monitoring of high-accuracy in sub-pixel degree thorough digital close-range photogrammetry with bundle adjustment for local terrain model generation.