This paper presents the analysis of the methods of indirect transfer of internal geodetic network points coordinates of buildings to an assembly horizon. Method of vertical, optical or laser projection, method of mechanical (string) line, and method of inverse linear-angular intersection which do not require zenith holes in the slabs are considered. Either fixed and portable hinged metal consoles or tables which are fixed on outer walls and floor slabs of the building are used in the methods of vertical projection. Two or three output points coordinates placed on the extensions of the principal axes of buildings are mostly transferred. To build a layout network on an assembly horizon light range finders or sighting marks are placed at the points transferred to the elevation. Ground-surveying traverse with coordinate or azimuth binding to the direction of the distance checking objects is plotted. In the absence of conditions for building vertical lines behind the buildings, methods of inverse linear-angular intersections with equipments (Total Stations) are used to determine the horizontal (or spatial) position of the internal geodetic network points on an assembly horizon on the basis of the terrestrial (transferring) points of the external geodetic network of the building site or the surrounding area. Different models of construction of the inverse linear-angular intersections are analysed depending on the conditions of observation of ground points located within the boundaries of the construction object. In order to simplify the technology of geodetic engineering for the transfer of internal geodetic network points from the source to the assembly horizon and to study the results of executive survey of bearing structures on each floor, the coordinates of the translation points should be determined in the axial coordinate system of the internal geodetic network built on the output tier. Accuracy calculations of the indicated methods show that the mean square errors of the transfer of points and the construction of the internal geodetic network at the assembly horizon do not exceed 5-9 mm, established by the State Building Standards (DBN) V.1.3.2 - 2010 for four categories of structures.
- Baran, P. I., Mickiewicz, V. I., & Polishchuk YU. V. (1986). Application of Geodetic Intersections, Their Generalized Schemes and Methods of Machine Solution. Мoscow: Nedra, 166 p.
- Baran, P. I., Solovyov, F. F., & Chernokin, V. Ya. (1997). Trigonometric levelling in geodetic engineering works. Edited by prof. P. I. Baran. Kyiv: Ukrgeodezkartografiya, 130 p.
- Baran, P. I., & Borisyuk, L. V. (2006). Modernization of instruments and equipment for performing geodetic works in high-rise construction. Geodetic and Mapping Bulletin, 1, 13–16.
- Baran, P. I. (2007). Taking into account the temperature deformation in the measurement of horizontal and vertical displacements of engineering structures. Geodetic and Mapping Bulletin, 4, 14–20.
- Baran, P. I. (2012). Engineering Geodesy: Monograph. Кyiv: PAT “VIPOL”, 618 p.
- DBN B.1.3-2: 2010. System for Ensuring Accuracy of Geometric Parameters in Construction. Geodetic Works in Construction. Kyiv: Ministry of Regional Building of Ukraine. 69 p.
- Geodezja inżynieryjna. Vol. 1, 2. Warszawa: PPWK. 1979, Т. 1, 638 p.; 1980, T. 2, 602 p.
- Hennecke, F., & Werner H. (1980). Ingenieurgeodäsie. Anwendungen im Bauwesen und Anlagenbau Verlag fur Bauwesen. 534 p.
- Levchuk, H. P., Novak, V. Е., & Konusov, V. H. (1981). Applied Geodesy. Basic Methods and Principles of Geodetic Engineering Works. Мoscow: Nedra, 438 p.
- Schofield, W. (2001). Engineering Surveying: Theory and Examination Problems for Students. Elsevier.
- Viduev, N. G. (Ed.). (1978). Handbook of Engineering Geodesy. Kyiv: Vyshcha Shkola, 376 p.