## 1 Introduction
[PERSON] and [PERSON] [28] collected silt specimens with a PI value of 1.7 and added 5% and 10% kaolinite to increase the PI values to 2.6 and 3.4, respectively. The results of the axial strain test also revealed that the axial strain of the low-plasticity soils increased as the PI value increased. [PERSON] and [PERSON] [29] and [PERSON] et al. [30] investigated the correlation between PI values and liquefaction resistance. [PERSON] and [PERSON] [31] compared specimens with different PI values (PI = 0-40). When the cyclic number (N) was 20, the strain of the specimen with a PI = NP reached approximately 2.8%, whereas that of the specimen with a PI of 40 was approximately 1.3%. When the SPT-N was 15, the Ru of the specimen with a PI = NP was 1.0, indicating initial liquefaction, whereas the excess PWP ratio (Ru) of the specimen with a PI of 40 was only 0.8. Accordingly, increases in PI were associated with increases in liquefaction resistance. [PERSON] and [PERSON] [32] and [PERSON] et al. [33] also studied the effect of plasticity fines and clay on monotonic and cyclic behaviors in undrained tests. [PERSON] et al. [34] demonstrated that the liquefaction resistance of sand increases with the increase in cyclic loading frequency using cyclic direct simple shear tests. [PERSON] and [PERSON] [35] investigated the compressional behavior of various size/shape sand-clay mixtures with different pore fluids. [PERSON] et al. [36] presented an analysis and the probabilistic modeling of liquefaction, which has also been applied to parameter quality. Although mixture theory is very complicated, [PERSON] and [PERSON] et al. [37; 38] applied it to a case study in the field. Regarding PWP curves, [PERSON] et al. [39] calculated the liquefaction potential of an integral index using PWP, a method that can also be used to calculate LSN. [PERSON] et al. [40; 41] also applied PWP in field research and proposed that the \(\beta\) value in the model proposed by [PERSON] et al. [42] was correlated with the FC, relative density (Dr), and cyclic stress ratio (CSR). [PERSON] et al. [43] proposed a PWP model applicable for randomly distributed fibers. [PERSON] and [PERSON] [19] discovered that when the FC of a sand-silt mixture was less than 20%, the \(\beta\) value in the model proposed by [PERSON] et al. [42] ranged from 0.6 to 1.0, whereas when the FC was less than 35%, the \(\beta\) value varied considerably, ranging from 0.69 to 1.41. [PERSON] et al. [44] used shear strain to obtain an ascending PWP curve. [PERSON] et al. [30] subjected clean sand and silly clay soils to cyclic triaxial tests and discovered that the PWP generation mode of non-plastic sandy soils differed from that of plastic silty clay soils. Using a shaking table, [PERSON] and [PERSON] [45] demonstrated that samples mixed with lower clay content produced the highest excess PWP, with higher tendencies of contraction and liquefaction properties. However, soil samples with a higher percentage of clay yielded the lowest PWP, with softening and dilative properties. Other researchers [46,47] have also investigated PWP in relation to layered sites and waste materials, such as fly ash and tire rubber. Based on the discussion of the above literature, the past researchers have not reached an agreement regarding plastic and non-plastic fine specimens and the rising trend of pore water pressure under undrained cyclic loading. In addition, specimens cannot successfully complete an entire loading process, mostly likely due to smaller cyclic stress ratios. The purpose of the present study was to collect the results of experiments performed on fines with and without plasticity from the relevant literature. The normalized relationship between the PWP ratio and CSR was used to assess the effect of plasticity on PWP generation, and model analysis was performed in order to obtain the model parameters. To expand upon previous research, argillaceous soils were mixed with fines with different levels of plasticity and were subjected to cyclic triaxial tests. According to [PERSON] et al.