• Journal of the Korea Computer Graphics Society
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• v.23 no.3
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• pp.31-38
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• 2017

In this paper, we propose a system which estimates Manhattan coordinate systems for urban scene images using a convolutional neural network (CNN). Estimating the Manhattan coordinate system from an image under the Manhattan world assumption is the basis for solving computer graphics and vision problems such as image adjustment and 3D scene reconstruction. We construct a CNN that estimates Manhattan coordinate systems based on GoogLeNet [1]. To train the CNN, we collect about 155,000 images under the Manhattan world assumption by using the Google Street View APIs and calculate Manhattan coordinate systems using existing calibration methods to generate dataset. In contrast to PoseNet [2] that trains per-scene CNNs, our method learns from images under the Manhattan world assumption and thus estimates Manhattan coordinate systems for new images that have not been learned. Experimental results show that our method estimates Manhattan coordinate systems with the median error of $3.157^{\circ}$ for the Google Street View images of non-trained scenes, as test set. In addition, compared to an existing calibration method [3], the proposed method shows lower intermediate errors for the test set.

• 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.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.9 no.2
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• pp.91-98
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• 1989

The analysis of a single stereo model is not sufficient in applying for some large structures, therefore the precise coordinate analysis photogrammetric block adjustment method should be considered. The distribution of control points has a great influence on the error characteristics of the block adjustment results. Thus, the unit model method is applied to the photogrammentric adjustment procedure to study error characterestics with different distributions of control points. Through this study, the second order polynomial equations about bridging distance and plane error are developed in block adjustment of terrestrial photogrammetry. Comparing the block adjustment method and a single model method, root mean square error of the block adjustment method is 0.44mm, and a single model method is 1.06mm.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.8 no.4
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• pp.33-39
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• 1988

The objective of this paper is to adjust precise traverse nets by matrix analysis. As the result of this paper, In positioning by Traverse nets adjustment, the application of matrix analysis improved the accuracy. And also, the difference between adjustment values of rigorous-method and those of approximate-method appears to be within the mean square errors(0.4 mm~0.9 mm), therefore, the efficiency of approximate-method was proved.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.12 no.2
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• pp.199-208
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• 1994

A software package for the basic computations in land-surveying is developed. The least square adjustments for the horizontal and vertical control networks are the main functions of the program, with various computational functions for the traverses, intersections and resections. The coordinate transformations are included as well. The coordinates of the stations and the observations are stored in the databases so that they can be used in any stage of the software process. An editor to manipulate the database is also accomplished.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.33 no.2
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• pp.103-110
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• 2015

This paper planned for the adjustment of unified control points by compared adjusted software for integrated network and the national integrated network. There may be some errors in the survey date and interpretation of data processing due to applying different software each year. To minimize errors, we performed a precision network adjustment by consolidating control points per observation session over years. Prior to perform the integrated network adjustment with the GPS analysis program (GLOBK) for the final integrated network adjustment, the Quasi-Observation Combination Analysis(QOCA), the Global Kalman filter VLBI and the GLOBK were compared and analyzed to perform an integrated network adjustment. The integrated network adjustment result indicates that the RMSE was rather big with ±0.03m along the vertical axis, but ±0.006m along the horizontal, that is not much different from the existing result.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.10 no.4
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• pp.87-94
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• 1990

In this study, the block adjustments are perfomed by bundle adjustment method of analytical photogrammetry, and the characteristics of 3-dimensional errors for the objects are analysed. The optimal arrangement and configuration of the control points is selected from various arrangements and configurations of control points, and the accuracies of result obtained by block adjustment and by single model adjustment are compared, And the accuracy of bundle block adjustment is compared with that of the independent model triangulation which is another method in block adjustment with additional parameters by selecting the suitable systematic error model. As a result of this study, an the effective method to improve accuracy in close-range photogrammetry was presented by forming blocks and using bundle block adjustment with proper arrangement and configuration of control poinst.

• Journal of Korean Society for Geospatial Information Science
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• v.13 no.1 s.31
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• pp.3-10
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• 2005

This study attempts to measure effectively three dimensional deformation in road slopes using digital close-range photographs. After the still video images were acquired respectively on the same multi-station geometric configuration in two epoches, photo-triangulation was rallied out respectively by conventional standard bundle adjustment and free-net bundle adjustment and the computed results were compared with those of geodetic method by total station. Three dimensional coordinates and deformation amounts were able to be derived with the RMSE of sub-millimeter and the relative accuracy of $1/30,000{\sim}1/35,000$. It was shown that free-net bundle adjustment is about 13% higher than standard bundle adjustment in the accuracy of photo-triangulation. It was ascertained that the free-net technique is able to promote fast and accurate deformation surveying without the necessity of geodetic control survey in complicated industrial sites.

• Journal of the Korean Society of Surveying, Geodesy, Photogrammetry and Cartography
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• v.40 no.4
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• pp.315-324
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• 2022

The conventional LESS (LEast-Squares Solution) is calculated under the assumption that there is no errors in independent variables. However, the coordinates of a point, either from traditional ground surveying such as slant distances, horizontal and/or vertical angles, or GNSS (Global Navigation Satellite System) positioning, cannot be determined independently (and the components are correlated each other). Therefore, the TLS (Total Least Squares) adjustment should be applied for all applications related to the coordinates. Many approaches were suggested in order to solve this problem, resulting in equivalent solutions except some restrictions. In this study, we calculated the normal vector of the 3D plane determined by the trace of the VLBI targets based on TLS within GHM (Gauss-Helmert Model). Another numerical test was conducted for the estimation of the Helmert transformation parameters. Since the errors in the horizontal components are very small compared to the radius of the circle, the final estimates are almost identical. However, the estimated variance components are significantly reduced as well as show a different characteristic depending on the target location. The Helmert transformation parameters are estimated more precisely compared to the conventional LESS case. Furthermore, the residuals can be predicted on both reference frames with much smaller magnitude (in absolute sense).

• Proceedings of the Korean Society of Surveying, Geodesy, Photogrammetry, and Cartography Conference
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• 2010.04a
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• pp.43-44
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• 2010

We present the analysis of space geodetic technique observation, Satellite Laser Ranging (SLR), to LAGEOS1 and LAGEOS2 for the definition of the Terrestrial Reference Frame (TRF). The data were analyzed in 7day arcs during about 9 years (2000/01/10 ~ 2008/12/29) using NASA Goddard's GEODYN/SOLVE II software. The comparison of the coordinates between ITRF2005 and TRF solutions determined in this work shows that there is no significant bias.