## 1 Introduction  
Foundations are generally designed according to pressure loads acting in the vertical direction. However, many foundations are exposed to uplift loads due to both the type of load acting on them and structural reasons, such as with towers, offshore structures, traffic signs, buried pipelines, and tunnels [1; 2; 3; 4]. The most important factor affecting the design of foundations is the behavior of the soil in which they are located. While soils have a certain capacity under pressure loads, their tensile strength is negligible. In order to absorb the tensile forces from the structures by the foundation, it is the most practical method to use the soil weight on the foundation by burying it in the soil. However, sometimes it is impractical to buy the foundation too deeply under extreme uplift loads, especially in soils where the groundwater level is high. In this case, the need arises to increase the uplift capacity of the foundation by improving the soil. In the literature, foundations are defined as anchors, and there are many studies on uplift behavior. These studies are usually in the form of small-scale laboratory studies or numerical studies on unreinforced soil. [PERSON] and [PERSON] [5] presented the centrifugal test results to investigate the uplift behavior of anchor plates. In the study, obtained test results were compared with theoretical methods. [PERSON] and [PERSON] [6] proposed a theoretical model for determining the breakout resistance of horizontal plate anchors. The obtained results showed that the [PERSON] proposed method can predict the break-out factors for a wide range of values of the shear resistance angle of the sand. In the experimental study carried out by [PERSON] [7], the uplift capacity of the anchors was investigated using a centrifugal test device. In the study, the effects of anchor geometry, embedment depth, and sand density parameters on the uplift capacity were investigated. According to the results of the tests, it was observed that the uplift capacity increased depending on the increase in anchor size, embedment depth, and the density of the sand. An expression estimating the pull-out capacity of a horizontal strip plate was developed by [PERSON] and [PERSON] [8]. The expression was obtained using the experimental work performed within the scope of the study and the experimental results available in the literature. In the experimental study carried out by [PERSON] and [PERSON] [9] using a centrifuge, the uplift capacity of sand-embedded enlarged-base piles was investigated. In the study, the effects of burial depth, base diameter, and sand density were examined. According to the results obtained, the uplift capacity in loose sand was lower than the results obtained from the studies available in the literature, while the values obtained for compact sand were found to be compatible with the results of the previous study. [PERSON] and [PERSON] [10] performed centrifugal model tests to investigate the uplift capacity of belled piers in sand. According to the test results, an empirical design method was proposed for belled piers using the parameters of the foundation geometry. A theoretical and experimental study was carried out by [PERSON] and [PERSON] [11] to investigate the pull-out behavior of inclined helical screw anchors. Calculation of pull-out capacity is expressed theoretically in terms of relative depth and inclination angle. In the study, the theoretical and experimental results were compared and it was seen that they were in good agreement. [PERSON] and [PERSON] [12] compared the lifting capacity values of the strip anchor plates obtained using centrifuge experiments with the numerical analysis results using the finite element method. In the study, it was observed that the experimental and numerical results were in very good agreement until the anchor embedding ratio was 6, while there was some difference in the embedding ratios greater than 6.