Aspects Regarding the Tracking of the Behavior in Time of Vâlsan Dam, Arges County, Romania

This paper aims to highlight the behavior in time monitoring of a hydrotechnical construction by establishing the displacements compared to the base tranche and the previous tranche, processing these measurements and establishing conclusions on the behavior of the analyzed construction. The main purpose of this paper is to study if there are any displacements of the studied hydrotechnical construction between different measurements tranches. Field measurements were performed between September - December 2016, after which the data was processed at the office with specially developed programs for this purpose. For the micro-triangulation stage, respectively for measuring the directions and distances, were used Leica TS02 Plus R500 total stations. The measurement accuracy of this total station is 1” for directional determination and 1.5mm + 2ppm for distances. Tracking the behavior in time of hydrotechnical constructions are of great importance, because it can prevent many calamities like breaking the dam, floods etc

Using Photogrammetric UAV Measurements as Support for Classical Topographical Measurements in Order to Obtain the Topographic Plan for Urban Areas

This article aims to highlight the benefits of UAV photogrammetric measurements in addition to classical ones. It will also deal with the processing and integration of the point cloud, respectively the digital elevation model in topo-cadastral works. The main purpose of this paper is to compare the results obtained using the UAV photogrammetric measurements with the results obtained by classical methods. It will briefly present the classical measurements made with the total station. In the present project, the closed-circuit traverse and the supported on the endings traverse were made using known coordinate points. Determining the coordinates of the points used for the traverses was done by GNSS methods. The area on which the measurements were made is 67942m2 and is covered by 31 determined station points. From these points, 13 were used as ground control points, respectively components of the aero-triangulation network and 17 points were used to control the obtained results by comparing their coordinates obtained by classical methods with those obtained by the UAV photogrammetric method. It was intended that the constraint points of the aero triangulation to be uniformly distributed on the studied surface