# Investigation of the Static Characteristics of a Geogrid-Reinforced Embankment
## 1 Introduction  
Geogrids have good mechanical properties, a low price, light weight, and high strength, and can effectively improve the overall strength of soil. They are widely used in soil embankment and slope engineering [1]. They were first developed by the British Neto company in the 1980s [2], and can be divided into unidirectional, bidirectional, and multi-directional forms [3]. Many scholars have conducted research on the mechanical properties, reinforcement mechanisms, and stability of geogrid-reinforced soil [4; 5; 6; 7; 8; 9; 10; 11]. Many scholars take reinforced soil retaining walls and slopes as research objects, using numerical simulation [12; 10], the strength reduction method [13], the discrete element method, laboratory tests, and other methods to conduct research [14; 15]. [PERSON] studied reinforcement stress distribution in the process of reinforcement in slope filling by daubing epoxy resin strips on the surface of a model geogrid and pasting strain gauges [16]; they found that the bonding effect of epoxy resin strips was more stable than that of flexible 703 adhesive strips. [PERSON] conducted direct shear friction tests on the interface between four kinds of construction residue with different grades and three kinds of grills [17], and found that the relationship between the interface friction stress and unit shear displacement of grid-construction residue can be expressed by a hyperbolic model. [PERSON] studied the interface friction characteristics between a geogrid and fillers with different particle sizes [18], and found that the maximum pulling force on the geogrid increased with increasing filler particle size and pulling rate. [PERSON] et al. analyzed the internal force of the reinforcement of a geosynthetic-reinforced soil retaining wall. It was found that the active earth pressure coefficient and the method of limit equilibrium slope analysis were suitable for analyzing the internal force of the reinforcement in thestrength limit state of the reinforced earth retaining wall [19]. [PERSON] proposed an analysis method to simulate the progressive failure process of a strain-softening slope by adopting the strain-softening constitutive model and vector sum method, and analyzed the progressive failure process of the slope [20]. [PERSON] previously proposed the concept of the progressive failure of soil slope stability [21]. In a study by [PERSON] et al., a clay with near-perfect particle parallelism was prepared by consolidating a slurried kaolin in a large oedometer. Shear box samples trimmed at various angles in relation to the compression direction revealed no significant differences in drained strength. [22]. [PERSON] et al., through a true triaxial test, found that their soil sample has smooth peak failure [23]. [PERSON] et al. found, through experiments, that dense sand and medium-dense sand tended to form shear bands in their natural state, while loose sand did not form obvious shear bands in the test [24]. [PERSON] et al., through a laboratory study on the tensile properties of a geogrid in a granular layer, found that embedding a geogrid in a sand gravel layer can significantly improve the uplift resistance of backfill [25]. When analyzing the stability of a retaining structure using the vertical strip partition method, the influence of the length of the reinforcement band on improving the stability of the slope is ignored. Therefore, [PERSON] et al. and [PERSON] et al. proposed the horizontal strip partition method on this basis [26; 27]. Based on a study of the location of a fracture line, the conclusion that the broken-line fracture surface of a reinforced slope passes through the toe of the slope was obtained [28; 29; 30]. At present, many scholars have studied slopes and embankments through experiments, numerical simulation, and theoretical analysis. The research content is singular, and there is no combination with actual projects.