In the opinion of [PERSON] [16], failure stress conditions in the middle of a wedge prism appeared quite different from soil stress conditions under \(K_{0}\) state, and he thought that a new formula using the angle of internal friction mobilized \(\varphi^{\prime}_{mob}\) would be more reasonable to calculate \(K_{0}\) values. Based on the results of a series of experiments [5], researchers realized that to achieve high precision, \(K_{0}\) values certainly cannot be represented by a function that contains only internal friction angle as suggested by [PERSON]. Enormous studies have been carried out to explore the factors affecting \(K_{0}\)-value for predicting it better. It is found that \(K_{0}\)-value is affected by void ratio, confining pressure, stress history, sample preparation method, and the mineral composition of particles, etc. ; many factors, among which the first three factors are recognized as the most important. However, there has been controversy over how these factors specifically affect \(K_{0}\). For instance, there is no consensus on the effect of void ratio on \(K_{0}\)-value. [PERSON] [6] and [PERSON] [8] obtained similar results, that is, that the \(K_{0}\) value of granular soil increases with the increase of void ratio. Contrary to this conclusion, it was found by [PERSON] and [PERSON] [9] and [PERSON] and [PERSON] [7] that the \(K_{0}\) value of the sample obtained by the water sedimentation method can be considered constant with the change of void ratio. It is worth mentioning that the correlation between void ratio and \(K_{0}\) values has not been well revealed so far. [PERSON] et al. [17] reported that \(K_{0}\) values are affected by the applied stress, but they argued that the small variation of \(K_{0}\) values is caused by the change of porosity ratio with stress level. [PERSON]'s [18] laboratory test results support [PERSON]'s conclusion. Over-consolidation ratio (OCR) is often used to quantify the effect of stress history on \(K_{0}\) values. [PERSON] and [PERSON] [5] collected and analyzed the data of \(K_{0}\) values of more than 170 soil samples in the previous literature and put forward a formula to calculate \(K_{0}\) values, which can take into account the influence of OCR. Inherently anisotropic granular soils are ubiquitous in geotechnical engineering practice. Previous studies have confirmed that the fabric of granular materials greatly affectstheir mechanical properties, such as strength, deformation, and failure [19; 20; 21], while research is limited as for its effect on one-dimensional compression of granular material [7; 11; 22]. [PERSON] and [PERSON] [11] studied the different responses of Fraser River sand samples under one-dimensional compression by three kinds of sample preparation methods: air pluviation, damping, and vibration. They found that specimens prepared by different reconstitution methods exhibit different responses and produce different \(K_{0}\) values, and thus proposed an empirical \(K_{0}\) equation involving fabric factor. [PERSON] and [PERSON] [23] experimentally studied the effect of initial fabric on \(K_{0}\) values of granular materials. According to the experimental results, they pointed out that the fabric of granular materials does have a significant effect on the \(K_{0}\) values of granular materials. Limited by laboratory test conditions, there is no good method in existing research to present the fabric of granular material and its evolution during loading. In laboratory, \(K_{0}\) values are usually measured by triaxial tests and oedometer tests. The radial strain variation in triaxial tests [22; 24; 25], as well as the loading system compliance and the side friction in oedometer tests [26], bring a great difficulty to accurately measure \(K_{0}\)-value. This inaccuracy creates trouble for determining the influencing factors of \(K_{0}\) and their influencing mode.