# Analysis of Load-Settlement Curve Based on Load Transfer at Pile-Soil Interface
## 5 Conclusions  
This work primarily introduces the test pile test, including the test pile scheme and the test data to be obtained during the test. As well, it collates the data, which includes the pile axial force, pile lateral friction resistance, and settlement at specified depths under varied loading situations. The analysis and comparison yielded the following conclusions:  
1. Under load, the pile body experiences an elastic shift with linear behavior. With increasing load, the pile foundation's settlement value rises. The main elements are elastic compression of the pile body and elastic compression of the foundation soil below the pile body's bottom, with a maximum settlement value of 8.14 mm. During the unloading process, the compressed soil swells, the porosity rises, the moisture is saturated, and residual deformation occurs, with a maximum residual amount of 1.94 mm. 2. The test pile's settlement-time curve was essentially the same, which was \"S-shaped\". The pile's settlement rose in a non-linear proportion during the loading-unloading process. After unloading, the displacement of the test pile didn't change or lightly changed, and there was residual deformation at the bottom of the test pile. The ultimate residual was about 10 mm for the S2# end of the test pile and 11 mm for the S3# end of the test pile. 3. The load-settlement curve of the test pile is a slowly changing kind, and the pile end sediment has a significant impact on pile settling. Given that there was less sediment at the bottom of the pile and no rebound after slag hardening at the bottom of the pile during unloading, the pile top settled mostly due to pile compression, but the pile axial force was steadily reduced from top to bottom as the depth increased. At the same time, the fast-growing pile end settlement led to a rapidly falling ratio of pile compression to pile top settlement, making the pile top settlement change relatively steadily. 4. The lateral friction resistance of the test pile gradually grew as the pile top weight increased, and it was distributed non-linearly along the pile. The test piles indicate a change from pure friction piles to end-bearing friction piles throughout the loading process, and the lateral friction in the pile-soil interface zone exhibits a deterioration phenomenon. The amplitude of deterioration in silt was lower than in silty clay, and the degradation tendency gradually decreased as depth increased. Figure 15: Relationship between relative pile displacement and pile lateral resistance. Under the same load, the relative displacement of pile-soil reduced steadily as embedded depth increased. The relative displacement of pile-soil was a steady process from the top to the lower section of the pile, and it was favorably connected with the pile lateral friction resistance, and the fitting model may be used as a reference in related disciplines. * The lateral frictional resistance of the test pile above 15 m exhibits varying degrees of weakening, i.e., the ratio of measured value to the geological report is less than 1. The lateral frictional resistance of the pile below 15 m has a weak strengthening effect, i.e., the ratio of measured value to the geological report is greater than 1. The lateral dynamic resistance of the soil layer in the lower portion of the pile is not fully developed, with a ratio of 0.772 between the measured and supplied values of the lateral dynamic resistance of the soil layer towards the pile end. Conceptualization, D.M. and M.Z. ; methodology, D.M. and M.Z. ; investigation, Y.S. ; resources, W.Z. ; data curation, Y.S. ; writing--original draft preparation, D.M. and M.Z. ; writing--review and editing, D.M. and M.Z. ; Experiment, D.M. ; supervision, M.Z. ; project administration, Y.S. and W.Z. ; funding acquisition, M.Z. All authors have read and agreed to the published version of the manuscript. This research is financially supported by National Key Research and Development Program of China(2017 YFC0703408); National Natural Science Foundation of China (52078109). Not applicable.