## 2 Materials and Methods  
During the application of a smart station survey for establishing control network points, three measurement methods were performed. The procedure for point positioning was supported by performing two satellite GNSS measurement methods (fast static and RTK/RTN GNSS positioning) and one integration (hybrid method realized by terrestrial and satellite positioning) surveying method. The reference materials in the research are coordinates (X, Y, and Z) of nine control points established using GNSS static occupation over three days with three sessions every day [31]. The static sessions were started at 8 a.m., 10 a.m., and 12 a.m.--in three parts each day, with points measured in different sessions. The control network points were situated in the area of the University of Warmia and Mazury in Olsztyn in various field conditions on the Kortowo campus (Figure 1). The points were determined using static occupation over 90 min with the recording interval set to 30 s and a 10-degree elevation mask using three Topcon HyperPro GPS/GLONASS receivers. For post-processing purposes, the reference data were obtained from nearby permanent stations (BART, DZIA, ILAW, KROL, LAMA, and OLST) using the ASG-EUPOS POZGEO D service [32]. Rigorous adjustment was realized in the procedure dedicated for 3D and GNSS networks with the use of C-GEO software from Soft-line company [33], in the coordinate reference system EPSG:2178 (name PL-2000, Poland CS2000 zone 7), and in the geoid-based vertical system PL-KRON86-NH. Reference (model) coordinates for the control network points with accuracy were appointed: horizontal errors m\({}_{XY}\)\(\leq\) 0.004 m and vertical m\({}_{Z}\)\(\leq\) 0.003 m.  
The model data were used for calculating the differences of coordinates after applying reference (r) GNSS static occupation and with the use of an individual (i) measurements scenario (the steps of the proposed approach are presented below in Figure 2). After calculating the measurement uncertainties, we may classify the surveying results and proposed measuring equipment for position and height determination in the centimeter range. According to professional practice with real-time GNSS positioning, for typical cases: high-quality engineering surveys in monitoring and construction works, with uncertainties D\({}_{XY}\) < 0.01 m and D\({}_{Z}\) < 0.02 m; basic engineering surveys and real estate surveying, with uncertainties D\({}_{XY}\) < 0.03 m and D\({}_{Z}\) < 0.05 m; civil engineering surveys, with uncertainties D\({}_{XY}\) and D\({}_{Z}\) no greater than 0.20 m; and surveying tasks in natural boundaries, with uncertainties D\({}_{XY}\) and D\({}_{Z}\) no greater than 0.50 m are all used. Similar national CORS guidelines [32] in this regard state that the estimated precision of real-time surveying is 0.03 m (horizontally) and 0.05 m (vertically). Figure 1: Localization of analyzed control network points on the Kortowo campus. The performed measurements were the inspiration for defining the following main aims of this study:  
1. Checking the possibilities of replacing full static GNSS surveys using the single receiver measurement. 2. A multi-variant data acquisition for reference point stationing from surveys performed using smart station equipment. 3. Investigation of the used impact's type of reference corrections on the real-time GNSS positioning of the control network points. In the study of the method with the use of static surveys with a single receiver from the smart station set, analyses were performed of the coordinates of the control points hat were determined by the static occupation over 30 min with different recording intervals set to 1, 5, 10, 15, and 30 s and a 10-degree elevation mask using Leica GS15 receiver. The  
Figure 2: A diagram with the proposed approach and the evaluation parameters used in work.