## 3 Results Analysis and Discussion
Glass + Basalt Fiber The average base pressure-settlement curves obtained according to different fiber percentages and different reinforcement layer depths as a result of model loading tests on sand soil randomly reinforced with glass + basalt fiber at Dr = 30% and Dr = 50% are shown in Figure 13 and the reinforcement depth-bearing capacity ratio relationship is given in Figure 8.0  
by increasing the reinforcement depth from 2B to 3B. Reinforcement depth for soil reinforced with glass + basalt fiber at 50% relative density can be taken as 2B. The average base pressure-settlement curves obtained according to different fiber percentages and different reinforcement layer depths as a result of model loading tests on sand soil randomly reinforced with macromesh + basalt fiber at Dr = 30% and Dr = 50% are shown in Figure 15 and the reinforcement depth-bearing capacity ratio relationship is given in Figure 8.1  
* In macromesh and basalt fiber-reinforced soils, the highest ultimate bearing capacity (q\({}_{\text{u}}\)) was determined as 495 kPa in the case of adding macromesh + basalt fiber to the sand at Dr = 50%, Fc = 2%, Fl = 24 mm, and 3B reinforcement depth. The highest BCR was determined as 9 by adding macromesh + basalt fiber to sand at Dr = 30%, Fc = 2%, Fl = 24 mm, 3B reinforcement depth. * For Dr = 50% Fc = 1% and 2%, basalt + macromesh fiber added experimental group showed an increase of 91% and 100% in BCR when the reinforcement depth was  
Figure 8.2 Variation of bearing capacity ratio (BCR) with reinforcement depth (Dr = 30–50%, Fl = 24 mm, Fc = 1–2%, macromesh and basalt fiber). Figure 8.3 Average base pressure-settlement curves obtained as a result of model tests on sand soil randomly reinforced with macromesh + basalt fiber: (**a**) Dr = 30%, Fl = 24 mm; (**b**) Dr = 50%, Fl = 24 mm. increased from B to 2B, respectively, but when the reinforcement depth was increased from 2B to 3B, the increase in BCR was 14% and \(-\)1.6%, respectively. As can be seen here, when the reinforcement depth is increased from 2B to 3B in the 1% fiber added sample, the increase in the bearing capacity ratio was very low, while there was no increase in the bearing capacity ratio when the reinforcement depth was increased from 2B to 3B in the 2% fiber added sample. In fact, there was a very small decrease. Based on this, it was deemed more appropriate to choose 2B improving depth in experimental groups with 2% basalt + macromesh fiber at 50% relative density. The average base pressure-settlement curves obtained according to different fiber contents and different reinforcement layer depths as a result of model loading experiments on sand soil randomly reinforced with glass + macromesh + basalt fiber at Dr = 30% and Dr = 50% are shown in Figure 17, and the reinforcement depth-bearing capacity ratio relationship is given in Figure 8.4  
In glass + macromesh + basalt fiber-reinforced soils, the highest ultimate bearing capacity (q\({}_{\text{u}}\)) was determined as 475 kPa in the case of adding glass + macromesh + basalt fiber to the sand at Dr = 50%, Fc = 2%, Fl = 24 mm, and 3B reinforcement depth. The highest BCR was determined as 8.3 by adding glass + macromesh + basalt fiber to sand at Dr = 30%, Fc = 2%, Fl = 24 mm, 3B reinforcement depth. * Depending on the fiber additive ratio, a decrease in the amount of increase in the bearing capacity ratio was seen as the depth of layers grew. In tests with glass + basalt + macromesh fiber added with Dr = 50% relative density, 2B reinforcement depth can be preferred.