Journal articles: 'Trigonometrical leveling'

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Ustavich, G. A., A. V. Nikonov, V. G. Salnikov, N. M. Ryabova, and A. S. Gorilko. "The technique of the III and IV classes levelling performed with trigonometric method." Geodesy and Cartography 949, no. 7 (2019): 2–11. http://dx.doi.org/10.22389/0016-7126-2019-949-7-2-11.

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The III and IV classes leveling are applied in the Russian Federation for extension of height networks, at creating elevation control for building and large-scale surveying. The actual state levelling specification foresees applying the only geometric levelling technique. The geometric leveling performed in hilly and uneven terrain is difficult. Total stations of high precision increase the accuracy of height differences between two points by leap-frog trigonometric leveling. Using high precision total station and fulfillment of methodological requirements made it possible to perform trigonometric levelling of the III and IV classes. The developed methodology includes leveling with length of the sighting beam up to 250 m, as well as for the purpose of additional control, to use the vertical basis of a known length as a target sight. The implementation of trigonometric levelling makes the surveying of hilly and uneven area easier, and makes the beam of sight longer, increasing the productivity of work.

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Guo, Jin Yun, Lei Yu, Xin Liu, Qiao Li Kong, and Guo Wei Li. "Automatic Trigonometric Leveling System Based on GPS and ATR." Applied Mechanics and Materials 90-93 (September 2011): 2897–902. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.2897.

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Trigonometric leveling method is often used to connect the height over sea. Error analysis of trigonometric leveling is made. In order to automatically achieve the trigonometric leveling over long distance, an automatic trigonometric leveling system is put forward with the combination of GPS and the automatic target recognition (ATR) techniques in this paper. The primary design of the system prototype including the structure and the software is given. The practical principle tests are also made to prove the system performance. The results indicate that the leveling precision of the system can satisfy the requirement of fourth order leveling.

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Zhou, Xian Ping, and Ming Sun. "Study on Accuracy Measure of Trigonometric Leveling." Applied Mechanics and Materials 329 (June 2013): 373–77. http://dx.doi.org/10.4028/www.scientific.net/amm.329.373.

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How to reduce the errors of the total station in vertical angle measurement is a main problem for improving the accuracy of trigonometric leveling. The leveling method combining the total station with a tracking bar is becoming increasingly more popular, and also the limitations of the traditional trigonometric leveling method have been shown. After a long period of exploration, a new method is proposed for trigonometric leveling. The results show that the error sources of trigonometric leveling are reduced by the method combining with the total station on any spot, and also instrument height and prism height are unnecessarily measured in each determination, so that the field workload and the error sources for improving accuracy are reduced, and then the accuracy of trigonometric leveling is further improved and the speed of implementing the leveling becomes faster. This height determination method is with certain applicability and reference value in the practical work.

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El-Ashmawy, Khalid L. A. "ACCURACY, TIME COST AND TERRAIN INDEPENDENCE COMPARISONS OF LEVELLING TECHNIQUES." Geodesy and cartography 40, no. 3 (2014): 133–41. http://dx.doi.org/10.3846/20296991.2014.962727.

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Levelling techniques is classified as geometric levelling, trigonometric levelling and GPS/Levelling depending on used instruments or the methods applied. Accuracies of geometric levelling with using three equipments (Leica NA-720 optical level, Topcon RL-VH4G2 laser level and Leica NA-3003 digital level), the trigonometric levelling with using two equipments (Topcon GTS710 total station and Topcon Imaging Station) and GPS/levelling with using Sokkia GSR2600 receiver were investigated to determine their performances against precise levelling that yields the most precise results. For this purpose, measurements were taken at hundred points on the ground of a well-protected site. The comparison of the results was performed based on accuracy, time cost and terrain independence. The comparison shows that levelling using digital level produces the closets results to precise levelling results, the time cost of GPS/levelling was 74% and 41% less than geometric and trigonometric levelling respectively, and trigonometric and GPS/levelling are independent of the terrain surveyed.

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Han, Mao, and Mao Hua Liu. "Research on the Total Station Trigonometric Leveling Using Midway Method Replaces Three/Four Grade Leveling." Advanced Materials Research 971-973 (June 2014): 1144–47. http://dx.doi.org/10.4028/www.scientific.net/amr.971-973.1144.

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In order to improve the precise of trigonometric leveling, analysis of the midway method by theoretical analysis and experiment. A formula is derived to calculate the elevation difference and the mean square error base on the error propagation law. The result of research includes: the midway method of total station trigonometric leveling is simple operated , it can replaces the three/four grade leveling through a variety of correction under certain conditions.

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Dingliang, Yang, Zou Jingui, Shen Yanwen, and Hongbin Zhu. "Research and Application of Trigonometric Leveling to Replace Precise Leveling." Journal of Surveying Engineering 147, no. 3 (2021): 04021012. http://dx.doi.org/10.1061/(asce)su.1943-5428.0000366.

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Jianzhang, Li. "Joint adjustment by CPIII precision trigonometric elevation control network assisted with precision levelling observation." E3S Web of Conferences 165 (2020): 03005. http://dx.doi.org/10.1051/e3sconf/202016503005.

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Using the precision trigonometric elevation instead of the precision levelling to build a CPⅢ elevation control network will greatly increase the speed of CPⅢ control network construction. However, the accuracy of CPIII precision trigonometric elevation control network is still difficult to reach the level of CPⅢ precision levelling network. Based on the existing parameter method, this paper introduces some precision levelling for joint adjustment, and uses Helmert’s variance estimation method to perform strict weight determination. Our experiments show that when the number of precision levelling participating in the joint adjustment exceeds 1/3 of the total number of CPⅢ precision levelling network observations, the accuracy of the CPIII precision trigonometric elevation control network can be effectively improved.

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Zhenglu, Zhang, Zhang Kun, Deng Yong, and Luo Changlin. "Research on precise trigonometric leveling in place of first order leveling." Geo-spatial Information Science 8, no. 4 (2005): 235–39. http://dx.doi.org/10.1007/bf02838654.

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9

Mozzhukhin, O. A. "Refraction in bilateral trigonometric leveling. Defi nition of corrections." Geodesy and Cartography 934, no. 4 (2018): 8–13. http://dx.doi.org/10.22389/0016-7126-2018-934-4-8-13.

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The practical application of bilateral trigonometric leveling in geodetic measurements is limited by the effect of atmospheric refraction. If this effect is eliminated, the accuracy of bilateral measurements can be comparable to the results of precise geometric leveling. By applying the similarity and modeling method to the problem of accounting for refraction in leveling and also taking into account the conditions of interaction of the optical beam with the physical processes taking place in the surface layer, these limitations can be minimized. The solution of the problem of determining corrections due to the influence of refraction in bilateral trigonometric leveling by simulation of the quantities participating in the process, obtained through joint geodetic and meteorological measurements, as well as the main provisions – in unilateral leveling, which are the basis for the method of bilateral measurements. Practical examples show the features of calculation of corrections, depending on the state of thermal stratification of the surface layer of the atmosphere.

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10

Teskey, W. F., and J. F. Wentzel. "A method of precise trigonometric leveling for deformation surveys." CISM journal 43, no. 4 (1989): 357–65. http://dx.doi.org/10.1139/geomat-1989-0037.

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A method of precise trigonometric leveling, for application in deformation survey networks that are periodically observed, is described. The advantages over precise spirit leveling are outlined and the special observational and analysis procedures required in the method are given. The method is then applied to the Barrier Dam Deformation Survey Network and a comparison is made with precise spirit leveling results. The results indicate that vertical movements of 5 millimeters over lines of observation of 500 meters can be detected.

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Seksembaev, Serik, Natalia Kobeleva, and Anton Nikonov. "ESPECIALLY GEODETIC MONITORING WHEN SURVEILLANCE OF BUILDINGS AND CONSTRUCTIONS OF ENERGY FACILITIES DURING THE CONSTRUCTION PERIOD." Interexpo GEO-Siberia 1, no. 2 (2019): 39–47. http://dx.doi.org/10.33764/2618-981x-2019-1-2-39-47.

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Observations of the precipitation of buildings and structures of industrial enterprises are part of geodetic monitoring, which is carried out both during the construction of the facility and during the operational period. Systematic geodetic measurements in the framework of monitoring is of great importance to ensure the safe operation of the engineering facility and in some cases can pre-vent man-made accidents, environmental disasters. The article presents the results of determining the absolute values of sediment foundations of buildings, structures and equipment of one of the thermal power plants under construction. The peculiarity of the measurements on the object is the use of fan-shaped trigonometric leveling, which allowed to significantly speed up the implementa-tion of the field stage of work. Leveling was performed by electronic total station Leica TS-06 with the accuracy of measuring the vertical angles of 2ʹʹ. Residuals of closed polygons and field control measurements at the station showed high accuracy of trigonometric leveling, comparable with geo-metric leveling class II.

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Gawronek, Pelagia, and Maria Makuch. "Application of Classical Land Surveying Measurement Methods for Determining the Vertical Displacement of Railway Bridges." Civil and Environmental Engineering Reports 27, no. 4 (2017): 169–83. http://dx.doi.org/10.1515/ceer-2017-0059.

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Abstract The classical measurements of stability of railway bridge, in the context of determining the vertical displacements of the object, consisted on precise leveling of girders and trigonometric leveling of controlled points (fixed into girders' surface). The construction elements, which were measured in two ways, in real terms belonged to the same vertical planes. Altitude measurements of construction were carried out during periodic structural stability tests and during static load tests of bridge by train. The specificity of displacement measurements, the type of measured object and the rail land surveying measurement conditions were determinants to define methodology of altitude measurement. The article presents compatibility of vertical displacements of steel railway bridge, which were developed in two measurement methods. In conclusion, the authors proposed the optimum concept of determining the vertical displacements of girders by using precise and trigonometric leveling (in terms of accuracy, safety and economy of measurement).

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Ceylan, Ayhan, and Orhan Baykal. "Precise Height Determination Using Leap-Frog Trigonometric Leveling." Journal of Surveying Engineering 132, no. 3 (2006): 118–23. http://dx.doi.org/10.1061/(asce)0733-9453(2006)132:3(118).

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Ceylan, A., and O. Baykal. "Precise height determination using simultaneous-reciprocal trigonometric levelling." Survey Review 40, no. 308 (2008): 195–205. http://dx.doi.org/10.1179/003962608x290997.

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Nikonov, Anton, Nikolay Kosarev, Olga Solnyshkova, and Inna Makarikhina. "Geodetic base for the construction of ground-based facilities in a tropical climate." E3S Web of Conferences 91 (2019): 07019. http://dx.doi.org/10.1051/e3sconf/20199107019.

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The data on the geodetic base creation for surveys and construction on the example of works to expand the power station capacity, performed in one of the Latin America countries in 2015-2018, are presented in the paper. The points’ coordinates obtained by two methods were established. A comparison of the points’ heights obtained from II class geometric leveling and two-sided trigonometric leveling is also carried out. It was concluded that the high accuracy of determining the points’ coordinates and altitudes can be obtained by ground methods (using a total station) with careful measurements even in tropical climates.

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Mikhalev, Anatolii. "Assessment of the trigonometric leveling use for high-precision meas-urements." Вестник Пермского национального исследовательского политехнического университета. Геология. Нефтегазовое и горное дело 12, no. 8 (2013): 136–44. http://dx.doi.org/10.15593/2224-9923/2013.8.15.

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Nestorović, Žarko, and Siniša Delčev. "Comparison of height differences obtained by trigonometric and spirit leveling method." Geonauka 02, no. 04 (2015): 30–37. http://dx.doi.org/10.14438/gn.2015.01.

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18

Shen, Yueqian, Teng Huang, Xiantao Guo, Qibin Zang, and Mónica Herrero-Huerta. "Inversion Method of Atmospheric Refraction Coefficient based on Trigonometric Leveling Network." Journal of Surveying Engineering 143, no. 1 (2017): 06016002. http://dx.doi.org/10.1061/(asce)su.1943-5428.0000199.

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Zou, J., Y. Zhu, Y. Xu, Q. Li, L. Meng, and H. Li. "Mobile precise trigonometric levelling system based on land vehicle: an alternative method for precise levelling." Survey Review 49, no. 355 (2016): 249–58. http://dx.doi.org/10.1080/00396265.2016.1163877.

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Soycan, M. "Determination of Geoid Heights by GPS and Precise Trigonometric Levelling." Survey Review 38, no. 299 (2006): 387–96. http://dx.doi.org/10.1179/sre.2006.38.299.387.

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Urdzik, S. "INFLUENCE OF THE ANGLE OF EARTH'S REFRACTION ON THE ACCURACY OF TRIGONOMETRIC LEVELING." Municipal economy of cities 7, no. 146 (2018): 240–42. http://dx.doi.org/10.33042/2522-1809-2018-7-146-240-242.

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Chirila, Constantin, and Raluca Maria Albu-Budusanu. "APPLYING TRIGONOMETRIC LEVELLING FOR MONITORING THE VERTICAL DEFORMATIONS OF ENGINEERING STRUCTURES." Environmental Engineering and Management Journal 18, no. 9 (2019): 1859–66. http://dx.doi.org/10.30638/eemj.2019.177.

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Kobryń, Andrzej. "Modelling of the refraction in trigonometric levelling using polynomial transition curves." Measurement 181 (August 2021): 109392. http://dx.doi.org/10.1016/j.measurement.2021.109392.

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El-Mewafi, Mahmoud. "Solar Radiation and a Solution for Trigonometric Levelling Atmospheric Refraction.(Dept.C)." MEJ. Mansoura Engineering Journal 21, no. 1 (2021): 1–9. http://dx.doi.org/10.21608/bfemu.2021.151107.

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Han, Wei, and Shidong Han. "Research on the Influence of Atmospheric Vertical Refraction on Trigonometric Leveling Survey in Qinling Mountains." IOP Conference Series: Earth and Environmental Science 826, no. 1 (2021): 012039. http://dx.doi.org/10.1088/1755-1315/826/1/012039.

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Xu, Yaming, Yang Chen, Xiao Guan, and Jianying Zhou. "Approach to Minimizing the Influence of Changeable Observational Environment on Long-Distance Sea-Crossing Trigonometric Leveling." Journal of Surveying Engineering 146, no. 4 (2020): 04020018. http://dx.doi.org/10.1061/(asce)su.1943-5428.0000329.

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Pospíšilová, Lucie, Jiří Pospíšil, and Hana Staňková. "MICRO-NETWORK CREATION IN INDUSTRIAL SURVEYING." Geodesy and Cartography 38, no. 2 (2012): 70–74. http://dx.doi.org/10.3846/20296991.2012.692216.

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Industrial surveying is special field of work within engineering surveying. In this article we have documented some procedures and principles which are very special in industrial surveying. A micro-network consists of net points which are set as a base for all surveying in the industry. These points create coordinate system for all measured parts of the machine. For realization of micro-network are used well known geodetic methods such as triangulation, trilateration, levelling or trigonometric high. As horizontal and vertical controls do not exist in a factory hall, a surveyor has to find some different method to start working.

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Vshivkova, O. V., та S. Y. Reshetilo. "Сombined method of determining vertical refraction correction for electronic tacheometry". Geodesy and Cartography 953, № 11 (2019): 15–21. http://dx.doi.org/10.22389/0016-7126-2019-953-11-15-21.

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This article deals with issue of the vertical refraction effect on the results of trigonometric levelling. The possible affecting the results of EDM levelling by refraction is evaluated. A brief review of methods of correcting the refraction influence is executed. The conclusion is drawn that the accuracy capabilities of refraction correction methods lag behind the level of development of geodetic equipment. As a possible solution of the refraction account problem, a combined method is proposed. This way is based on a geodetic model of the atmosphere and complex gradient meteorological and geodetic measurements. The results of these measurements are the data for calculating the model parameters. The combined use of meteorological and geodetic measurements at several levels enables minimizing the volume of additional measurements, provides the determination of the refraction angle with geodetic accuracy. The results of field experiment are presented. They proved the actuality of the algorithm implementing the combined method of vertical refraction correction calculating, and made an opportunity of working out the proposed way methodically.

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Liao, Zhong Ping, Zheng Jun Wang, and Wen Yu Zhao. "Comparative Test Analysis for Determining Dynamic Deflection by Using GNSS/RTK, Trigonometric Leveling and Elevation of Sight." Advanced Materials Research 694-697 (May 2013): 374–78. http://dx.doi.org/10.4028/www.scientific.net/amr.694-697.374.

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Respectively applied Trimble R8 GNSS/RTK, Leica TCA2003 3D coordinates measurement and SPRINTER 200M elevation of sight to synchronously monitor the deflection displacement of an underdamped oscillation, it has a 0.5 Hz design frequency and mm level amplitude in this test. Based on the FFT algorithm, spectral information was independently calculated out from these observed data of deflection displacement. Combined the spectrogram with the deflection displacement of R8, TCA2003 and SPRINTER 200M monitoring points, this paper makes a comparative analysis. The results show that the TCA2003 automatic tracking measurement can not only accurately measure the dynamic changes in the process of the damped oscillation dynamic deflection but truly reflect the structure of the dynamic deformation characteristics; the SPRINTER 200M digital leveling can monitor the overall trend of dynamic deflection, but get a harmonic frequency; and GNSS/RTK only acquires a harmonic.

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Ćmielewski, Kazimierz, Janusz Kuchmister, Piotr Gołuch, and Henryk Bryś. "Contactless Measurement Of Rectilinearity Of An Elongated Object Based On The Example A Crane Rail." Reports on Geodesy and Geoinformatics 98, no. 1 (2015): 52–59. http://dx.doi.org/10.2478/rgg-2015-0005.

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AbstractThe common aim of engineering surveys is to determine deviations from rectilinearity for elongated objects. We have developed a number of methods for measuring points that represent an elongated object. These are the constant straight (optical, laser, mechanical-string) method, the trigonometric method, geometric levelling method, photogrammetric methods and terrestrial laser scanning. When taking these measurements, it is crucial to have a direct access to the survey points of the measured object. Factors impeding the measurements include: adverse lighting conditions, vibration, dust, refractory effects, lack of direct access to the survey points, etc.The authors have developed a measurement methodology and designed a measuring set for taking measurements that enable to determine the location of survey points on an elongated object.The measurement is based on the constant straight method and the measuring set consists of the horizontal levelling staff and two laser pointers. The measuring set relies on the angular intersection (fixed angle) method. Intersection occurs when two laser beams meet. To determine the location of the survey point indicated by the mentioned laser beams, we used levelling staff readings taken with the surveying instrument that establishes the reference constant straight.Experimental studies carried out in the laboratory and in the field helped to determine the accuracy of measurements taken with the designed measuring set (the accuracy was below ± 1 mm) and revealed that this accuracy is comparable to accuracies achieved with famous classical measurement methods.

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Audu, H. A. P., and M. Y. Tijjani. "Comparative Assessment of the Accuracy of the Elevation differences obtained from different Geomatics Techniques and Instruments." Nigerian Journal of Environmental Sciences and Technology 1, no. 1 (2017): 136–45. http://dx.doi.org/10.36263/nijest.2017.01.0021.

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This study carried out the comparative evaluation of the accuracy of elevation differences determined from two Geomatics instruments and techniques in part of University of Benin, Ugbowo Campus. Reconnaissance survey was carried out and the two Geomatics instruments (Total station instrument and the Automatic level instrument) used for this study were tested and found to be in good working conditions. In line with the survey regulation, the position of the control stations (UB GPS101and UB GPS102) where the survey commenced were checked for disturbance and the obtained angular and linear measurements proved that the control stations were in situ. The perimeter traversing, using the total station instrument, with closed traverse technique and the perimeter levelling using the trigonometric levelling method and the level instrument with flying level both commenced from the GPS control stations and terminated at the same control stations. The known coordinates of UB GPS102, when compared with those determined with the total station instrument, have some millimetres differences. The difference in the elevation of the GPS control station and the elevation determined for the same control station with the total station instrument was in millimetre. These values were within the specified and acceptable accuracy limits. The accuracy of the tertiary traverse survey, which has satisfied the allowable accuracy limits for tertiary traverse survey, was 1: 41,428.043. The allowable accuracy for third order levelling for the study area was 26mm. Their computed accuracies using the total station and level instruments were 21mm and 13mm respectively. Although the elevations determined from the two Geomatics instruments met the standard accuracy limits for tertiary levelling, the accuracy of the elevations obtained with the level instrument is higher than those obtained with the total station instrument. These results are in conformity with the findings of some researchers on the related subject matter.

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Goluk, Victor P., and Denis G. Nazarov. "INTEGRATED APPROACH TO THE GEODESIC CONTROL OF THE INSTALLATION OF ASPHALT-CONCRETE COATING ON THE EXAMPLE OF THE CONSTRUCTION OF THE ROAD BRIDGE TRANSITION ACROSS THE KERCH SHEET." Interexpo GEO-Siberia 1, no. 1 (2020): 106–19. http://dx.doi.org/10.33764/2618-981x-2020-1-1-106-119.

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During the construction of bridges, special attention is paid to geometric parameters, one of the most important parameters of the rideable bed is the evenness of the bases and coatings. Geodetic works provide an integrated approach to solving the problem of controlling the flatness of the base layers, which includes: geodetic survey of the rideable canvas, verification of working documentation, control of the copying string, geometric control of the evenness of the laid asphalt concrete floor slab for the steel concrete span and bridge deck for a metal span structure. Various options for controlling the height position of a copier string and a laid asphalt concrete pavement (using trigonometric and geometric leveling) were reviewed and tested. A priori assessment of the accuracy of the measurement results for each of the methods for monitoring algebraic difference of elevations (amplitudes) was previously performed. The article proposes a combined approach to geodetic control at all stages of work on checking the evenness of the asphalt concrete pavement.

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Nikonov, Anton, and Irina Chesheva. "ACCURACY OF THE GEODETIC CONTROL NETWORK DEVELOPED BY LAND METHODS." Interexpo GEO-Siberia 1, no. 1 (2019): 130–43. http://dx.doi.org/10.33764/2618-981x-2019-1-1-130-143.

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The article gives comparative analysis of the creating horizontal and vertical geodetic control network for the purposes of research and building. It is recommended to create geodetic network on the territory up to 1–2 sq km by means of linear-angular measurements with the accuracy of urban fourth-order traverse. After centering the total station and the reflector with an error not more than 1 mm, the minimal network side is 140 m. The precalculation of geodetic control network accuracy with the given confidence level can be performed in CredoDAT. Creation of vertical and horizontal geodetic network should go simultaneously – by means of reciprocal trigonometric leveling of III–IV order accuracy. The height of the total station with use of specific tape measurer Leica can be measured with error of up to 1 mm. The requirements of the acting set of rules «Geodetic works in construction» are not always substantiated and require careful attitude.

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El-ASHMAWY, Khalid L. A. "DEVELOPING AND TESTING A METHOD FOR DEFORMATIONS MEASUREMENTS OF STRUCTURES." Geodesy and cartography 43, no. 1 (2017): 35–40. http://dx.doi.org/10.3846/20296991.2017.1305545.

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Dynamic monitoring of structures is an important task in civil engineering that aims to determine the stability and safety of a structure by using information about its deformations. This paper describes the development of a method for the determination of structures deformations. The proposed method is developed to add a new solution to traditional methods of angle intersection and trigonometric leveling. It is designed to provide a simultaneous solution to all observations in one step using least squares solution to improve the expected accuracy and to generate the necessary data for statistical analysis. A practical experiment was made, where the observations of 7 deformation points on a simply supported steel beam with concentrated load were measured using the proposed method, total station and linear variable displacement transducers (LVDTs). Deflections measured directly from LVDTs were used as a reference for assessment of the serviceability of the beam. The results show that for the maximum deflection at mid-span of the beam, the differences between the measured deflections from LVDTs and proposed method are less than 0.87 mm corresponding to an error of 4.3%, while they are less than 1.32 mm causing an error of 12.5% for the case of total station measurements. Based on root mean square error values, the accuracy of point displacements determination using the proposed method is much better than total station measurements. The proposed method is suitable for the accurate determination of horizontal and vertical displacements and provides a realistic solution for monitoring structures at both entire structure and member levels.

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Sievers, J., C. S. M. Doake, J. Ihde, et al. "Validating and improving elevation data of a satellite-image map of Filchner,Ronne Ice Shelf, Antarctica, with Results from ERS-1." Annals of Glaciology 20 (1994): 347–52. http://dx.doi.org/10.3189/1994aog20-1-347-352.

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A satellite-image map with surface-elevation contours of Filchner Ronne Ice Shelf has been published previously as a topographic map. The image map was constructed from a mosaic of 69 Landsat Multispectral Scanner (MSS) images and NOAA AVHRR data. The standard deviation in position in the central part of the mosaic is ±125m. Topographic-glaciologic features were taken from Landsat scenes and represent the best coastline of this region. Surface elevations have been calculated from airborne and ground measurements of either ice thickness (by assuming hydrostatic equilibrium) or barometric pressure. Accuracies vary from ±2 to ±7 m, Oversnow trigonometric levelling in the northeastern part of the ice shelf, tied to sea level at the ice front, has given accuracies of ± 1m. Accuracies reduce to about ±20 m in the grounded ice areas,ERS-I radar-altimeter data over the ice shelf have been processed to give ellipsoidal heights elevation above the ellipsoid), Geoidal reductions have been used to convert these to orthometric heights (elevation above sea level). No tidal corrections have been applied. The overall accuracy of the radar-altimeter-derived elevations is estimated to be better than ±5m. There are noticeable differences from the topographic map in the central part where the radar data indicate a lower surface. However, the maps agree to within the stated error figures.

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Sievers, J., C. S. M. Doake, J. Ihde, et al. "Validating and improving elevation data of a satellite-image map of Filchner,Ronne Ice Shelf, Antarctica, with Results from ERS-1." Annals of Glaciology 20 (1994): 347–52. http://dx.doi.org/10.1017/s0260305500016670.

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A satellite-image map with surface-elevation contours of Filchner Ronne Ice Shelf has been published previously as a topographic map. The image map was constructed from a mosaic of 69 Landsat Multispectral Scanner (MSS) images and NOAA AVHRR data. The standard deviation in position in the central part of the mosaic is ±125m. Topographic-glaciologic features were taken from Landsat scenes and represent the best coastline of this region. Surface elevations have been calculated from airborne and ground measurements of either ice thickness (by assuming hydrostatic equilibrium) or barometric pressure. Accuracies vary from ±2 to ±7 m, Oversnow trigonometric levelling in the northeastern part of the ice shelf, tied to sea level at the ice front, has given accuracies of ± 1m. Accuracies reduce to about ±20 m in the grounded ice areas, ERS-I radar-altimeter data over the ice shelf have been processed to give ellipsoidal heights elevation above the ellipsoid), Geoidal reductions have been used to convert these to orthometric heights (elevation above sea level). No tidal corrections have been applied. The overall accuracy of the radar-altimeter-derived elevations is estimated to be better than ±5m. There are noticeable differences from the topographic map in the central part where the radar data indicate a lower surface. However, the maps agree to within the stated error figures.

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37

Kaczor, Paulina. "The analysis of atmospheric factors affecting the value of vertical refraction angle with the assessment of the importance of introduction of the atmospheric amendment." E3S Web of Conferences 71 (2018): 00019. http://dx.doi.org/10.1051/e3sconf/20187100019.

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The study of vertical displacements of hydrotechnical objects, slender constructions, opencast mines or flotation waste reservoirs often requires continuous geodetic monitoring, which in real time defines potential threats resulting from changes in the geometry of the object. In order to ensure high accuracy in determining vertical displacements, a precise robotic tacheometer is used as one of the monitoring sensors. In the case of trigonometric leveling, the quality of measurements is affected not only by the accuracy of the instrument, but also by the centre through which the laser beam emitted by it passes. The radius emitted by the tacheometer due to the layered structure of the atmosphere is deflected, and the angle that it creates with the theoretical course of rays is called the angle of vertical refraction. In order to eliminate the influence of this type of errors, so-called atmospheric correction is introduced to all tacheometric measurements. Currently, total stations automatically determine and introduce corrections for observation, usually using only air temperature and atmospheric pressure. However, the number of factors responsible for the change in atmosphere density, and thus the deflection of the laser beam is much greater. And its influence is also affected by the length of the target and roughness of the area over which the measurement is made. The paper presents the analysis of the significance of various atmospheric and terrain factors that may affect the value of the vertical refraction angle. By the multiple regression method, with the use of the analyzed factors, equations describing the phenomenon of vertical refraction for four seasons have been designated. The defined equation coefficients were used to determine the refraction angle for the observations recorded on the post-flotation waste tank. To confirm the rightness of introducing an additional atmospheric correction, analyses were performed showing the percentage of corrected results.

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Wyszkowska, Patrycja. "Propagation of uncertainty by Monte Carlo simulations in case of basic geodetic computations." Geodesy and Cartography 66, no. 2 (2017): 333–46. http://dx.doi.org/10.1515/geocart-2017-0022.

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Abstract The determination of the accuracy of functions of measured or adjusted values may be a problem in geodetic computations. The general law of covariance propagation or in case of the uncorrelated observations the propagation of variance (or the Gaussian formula) are commonly used for that purpose. That approach is theoretically justified for the linear functions. In case of the non-linear functions, the first-order Taylor series expansion is usually used but that solution is affected by the expansion error. The aim of the study is to determine the applicability of the general variance propagation law in case of the non-linear functions used in basic geodetic computations. The paper presents errors which are a result of negligence of the higher-order expressions and it determines the range of such simplification. The basis of that analysis is the comparison of the results obtained by the law of propagation of variance and the probabilistic approach, namely Monte Carlo simulations. Both methods are used to determine the accuracy of the following geodetic computations: the Cartesian coordinates of unknown point in the three-point resection problem, azimuths and distances of the Cartesian coordinates, height differences in the trigonometric and the geometric levelling. These simulations and the analysis of the results confirm the possibility of applying the general law of variance propagation in basic geodetic computations even if the functions are non-linear. The only condition is the accuracy of observations, which cannot be too low. Generally, this is not a problem with using present geodetic instruments.

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Horobets, Yevhen. "Estimation of the error of the simplified algorithm of processing of functions of deflations of deformed frames of bodies of rolling stock." Technology audit and production reserves 4, no. 1(60) (2021): 20–24. http://dx.doi.org/10.15587/2706-5448.2021.237296.

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The study is aimed at assessing the size of the error that arises when processing the results of examining the geometric characteristics of the bearing structures of rolling stock units using an algorithm without using trigonometric functions. The object of the research is a method of simplified alignment of the deflection function of body frame beams to the horizontal plane. One of the biggest problem areas is the lack of understanding by some customers of the work of the possibility of using this algorithm due to the lack of information about the errors that arise in the simplified calculation. The study was carried out by comparing the results of processing the initial data by two methods, obtained during the work on the inspection of the state of the supporting structures of the unit of the shunting diesel locomotive TGM6. One method, the algorithm of which is the subject of this study, assumes that no complex calculations are used during data processing. The second method involves the use of an algorithm for aligning the deflection functions of the body frame beams of a rolling stock unit of railways in the horizontal plane, taking into account all trigonometry tools, which will exclude the accompanying calculation errors of the simplified method. After processing the initial data, two sets of results were obtained – with the desired calculation error and without. Comparison of these datasets yielded an error value for frame tilt of 5.7. For clarity, the size of the error was compared with the expanded uncertainty values of the main sources of uncertainty in the methodology for examining the bearing structures of rolling stock. On the basis of the analysis of two methods of leveling the inclination to the horizontal plane of the deformed rolling stock body frame, the expediency of such an approach has been proved. The results obtained make it possible to reasonably use the Simplified approach to processing the data obtained during the survey of the geometric characteristics of the rolling stock. If necessary, the developed mathematical model can be used to improve the accuracy of calculating the uncertainty of measurements of geometric characteristics, as well as for use in the study of modification of existing or development of new measurement techniques

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40

Vinogradov, V. N. "Application of Stationary Geodimeter to Study the Velocity of the Kozel’skiy Glacier Movement, Kamchatka, U.S.S.R. (Abstract)." Annals of Glaciology 9 (1987): 252. http://dx.doi.org/10.1017/s0260305500000951.

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Kozel’skiy glacier is located in lat. 53.1°N., 50 km from the Pacific Ocean, and has a southern exposure. It flows from the saddle between Avachinskiy and Kozel’skiy volcanoes. Its highest point is at an altitude of 1850 m a.s.l. The glacier tongue descends to an altitude of 900 m a.s.l. At present, this is the best-studied glacier in Kamchatka. In May and June 1981, for the purpose of organizing routine monitoring of the movement of Kozel’skiy glacier, systematic geodimeter measurements were made at the “Mishennaya” Observatory. A model 8 geodimeter (AGA, Sweden) was used for measuring straight-line distances. The source of radiation was a He–Ne laser beam with a power of 5 MW and a wavelength of 0.6328 m. In Kamchatka this geodimeter can measure distances of 60 km and in some cases 90 km. If a special (diurnal) procedure of measurements is used, one can attain an accuracy of 1 × 10−6 of the length of the line D. Sixteen prism-angle reflectors were installed on the glacier. The entire firn area of the glacier could be seen well from the top of Mount Mishennaya. Two profiles consisting of six points on the glacier surface were constructed. A bench mark on the ancient lava flow of Kozel’skiy volcano was taken as static in elevation and was used to control the accuracy of the measurements. The points on the glacier were established by 2 m poles with a diameter of 1.5 cm. Reflectors were installed on tripods and were centred with the help of an optical plumb bob. The points for measurement of the movement velocity were located at a distance of more than 26 km from the instrument. Studies were carried out during periods of stationary images (without inversions), generally early in the morning and late in the evening. Two-sided trigonometrical levelling was carried out simultaneously. Zenith distances were measured four times by a Teo-010A theodolite. Meteorological conditions were determined at 1.5–2 h near the reflectors and at the observatory during the whole cycle of measurements. The processing of the results of distance measurements was done according to the procedure published in Lobachev. The elevation of points over the observatory was determined from the measured zenith distances. The error in distance measurements was ± 0.04 m and in elevation ± 0.8 m (an increase in accuracy up to 0.2 m is possible). The displacement of points of velocity changed from 0.3 to 2.37 m over the whole period of observation. This corresponds to a glacier velocity from 1 to 6 m/d. Thus, a cycle of geodimeter measurements may be carried out once a week, providing an accuracy of distance measurements of ± 4 cm. Routine measurements of the velocities of glacier movement, using geodimeters, may be organized subject to reliable long-term attachment of reflectors to the surface of the glacier. Experience of the studies made indicated good opportunities for application of a stationary geodimeter to the investigation of glacier movement. The data obtained agree with previous measurements made by the usual geodetic methods.

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41

Vinogradov, V. N. "Application of Stationary Geodimeter to Study the Velocity of the Kozel’skiy Glacier Movement, Kamchatka, U.S.S.R. (Abstract)." Annals of Glaciology 9 (1987): 252. http://dx.doi.org/10.3189/s0260305500000951.

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Kozel’skiy glacier is located in lat. 53.1°N., 50 km from the Pacific Ocean, and has a southern exposure. It flows from the saddle between Avachinskiy and Kozel’skiy volcanoes. Its highest point is at an altitude of 1850 m a.s.l. The glacier tongue descends to an altitude of 900 m a.s.l. At present, this is the best-studied glacier in Kamchatka.In May and June 1981, for the purpose of organizing routine monitoring of the movement of Kozel’skiy glacier, systematic geodimeter measurements were made at the “Mishennaya” Observatory. A model 8 geodimeter (AGA, Sweden) was used for measuring straight-line distances. The source of radiation was a He–Ne laser beam with a power of 5 MW and a wavelength of 0.6328 m. In Kamchatka this geodimeter can measure distances of 60 km and in some cases 90 km. If a special (diurnal) procedure of measurements is used, one can attain an accuracy of 1 × 10−6 of the length of the line D. Sixteen prism-angle reflectors were installed on the glacier.The entire firn area of the glacier could be seen well from the top of Mount Mishennaya. Two profiles consisting of six points on the glacier surface were constructed. A bench mark on the ancient lava flow of Kozel’skiy volcano was taken as static in elevation and was used to control the accuracy of the measurements. The points on the glacier were established by 2 m poles with a diameter of 1.5 cm. Reflectors were installed on tripods and were centred with the help of an optical plumb bob. The points for measurement of the movement velocity were located at a distance of more than 26 km from the instrument. Studies were carried out during periods of stationary images (without inversions), generally early in the morning and late in the evening.Two-sided trigonometrical levelling was carried out simultaneously. Zenith distances were measured four times by a Teo-010A theodolite. Meteorological conditions were determined at 1.5–2 h near the reflectors and at the observatory during the whole cycle of measurements. The processing of the results of distance measurements was done according to the procedure published in Lobachev. The elevation of points over the observatory was determined from the measured zenith distances.The error in distance measurements was ± 0.04 m and in elevation ± 0.8 m (an increase in accuracy up to 0.2 m is possible). The displacement of points of velocity changed from 0.3 to 2.37 m over the whole period of observation. This corresponds to a glacier velocity from 1 to 6 m/d. Thus, a cycle of geodimeter measurements may be carried out once a week, providing an accuracy of distance measurements of ± 4 cm. Routine measurements of the velocities of glacier movement, using geodimeters, may be organized subject to reliable long-term attachment of reflectors to the surface of the glacier.Experience of the studies made indicated good opportunities for application of a stationary geodimeter to the investigation of glacier movement. The data obtained agree with previous measurements made by the usual geodetic methods.

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42

Trifković, Milan, and Žarko Nestorović. "DETERMINATION OF AIR REFRACTION INFLUENCE ON TRIGONOMETRIC HEIGHT DIFFERENCES." Archives for Technical Sciences 1, no. 18 (2018). http://dx.doi.org/10.7251/afts.2018.1018.055t.

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Efficiency of trigonometric levelling method for height differences determination is better than thosedetermined by geometric levelling but its accuracy is significantly lower. Development of accuracy ofgeodetic instruments increases possibilities for improvement accuracy of trigonometriclevelling.However, air refraction appears as ultimate limitation factor for accuracy of trigonometricheights determination improvement. This paper aims to research the influence of air refraction onaccuracy of height differences determined by trigonometric levelling method. Basic statisticalhypothesis is that influence of air refraction on height differences is negligible. The case study is basedon the results of regular measurements on “Vlasina” dam by using results of geometric andtrigonometric levelling.

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Yang, DingLiang, and JinGui Zou. "Precise levelling in crossing river over 5 km using total station and GNSS." Scientific Reports 11, no. 1 (2021). http://dx.doi.org/10.1038/s41598-021-86929-1.

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AbstractThe trigonometric levelling using the simultaneous reciprocal method has been proved to meet the precision of second order levelling. But this method is invalid once the distance of river crossing is beyond 3.5 km due to the difficulty of target recognition at such a long distance. To expand the available range of this method, this paper focuses on solving the target aiming and distance observation over a long distance. A modular LED 5-prism (modified Leica GPR1 reflector) as an illuminated target instead of the common prism is introduced, and we adopt the sub-pixel image processing technique to recognize the center of the target image pictured by image assisted total station (Leica Nova TM50 I equipped with a coaxial camera). Based on the principle of precise trigonometric levelling, this paper utilizes two image assisted total stations using image processing technique to perform simultaneous reciprocal for zenith angle measurement and GNSS static measurement for slope distance measurement to determine the height difference of either river bank. And long-distance precise river-crossing levelling can be realized based on the mentioned above. Besides, it is successful to apply in the experiment of Fuzhou Bridge spanning 6.3 km in China. The result shows the standard deviation is ± 0.76 mm/km that is compatible with the precision of second order levelling has.

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"Comparison of L1 Norm and L2 Norm Minimisation Methods in Trigonometric Levelling Networks." Tehnicki vjesnik - Technical Gazette 25, Supplement 1 (2018). http://dx.doi.org/10.17559/tv-20160809163639.

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Journal articles on the topic 'Trigonometrical leveling'

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