The new type of support disc-type anchor is an expanded body anchor with broad application prospects, and its load-bearing performance is significantly better than that of traditional anchors. However, there is a problem of premature shear damage in traditional support disc-type anchors. In order to solve this problem, this paper improves the traditional support disk anchor. It conducts cyclic loading tests on the new type of support disc-type anchors with different support disc diameters, support disc thicknesses, anchoring diameters, and anchoring lengths so as to simulate the repeated loads that the anchors are subjected to in actual projects. The function model suitable for predicting the bearing capacity of the new type of support disc-type anchors was derived by nonlinear fitting of some data using the function model and verified by comparing it with the measured data. A functional model predicts the bearing capacity of the new type of support disc-type anchors through nonlinear fitting of the data, validating the model against measured results. The study reveals that factors such as support disc diameter and anchoring length have the most significant impact on pullout bearing capacity. In contrast, increasing the anchoring diameter and shortening the anchoring length may lower the pullout bearing capacity. The Q-s curve divides into five stages, where the lateral friction force between the anchoring and the soil, along with the bulb resistance at the supported disc, collectively generates the bearing capacity of the new type of support disc-type anchor. The Belehradek function model proves most effective in describing the Q-s curve for these anchors during testing, demonstrating high accuracy and strong engineering practicality.

This study aims to thoroughly analyze the lateral loads that impact tubular steel piles, which are extensively employed in the construction of coastal structures. The ASTM D 3966 standard was followed for conducting field tests on test piles installed at the Mersin International Port. The time-displacement and load-displacement curves were obtained from the cyclic loading test of the laterally loaded piles at the construction site. The finite elements models of the tests conducted on the construction site with the same parameters was built to perform numerical analysis. At the end of the analysis, it was determined that the numerical model's results were highly consistent with those obtained from the field test. After verifying the field experiments with numerical models, a parametric study was conducted. Parametric studies were conducted to compare the lateral displacements of tubular steel piles with variations in pile diameter, wall thickness, and load application height effect. The relationship between pile head displacements and these parameters appears to be almost linear. It is noteworthy that a change of approximately 10 percent in these parameters shows a correlation with changes of up to 3 percent in deformations.

In building structures, exterior basement walls should resist the soil pressure type earthquake load transmitted by the ground. Thus, the structural performance of the exterior basement walls is affected by in-plane seismic performance as well as out-of-plane load resistance. In the present study, for better constructability and costeffectiveness of the exterior basement walls, conventional reinforced concrete walls were replaced with precast hollow core slab (HCS) panels. To investigate the in-plane earthquake load resistance of HCS for exterior basement walls, cyclic lateral loading test and numerical analysis were performed on four HCS panels with inplane double curvature. The test and analysis results showed that the structural behavior of the HCS panels was significantly affected by the panel layout. In the test specimens using a single panel, flexural compression failure occurred at the bottom of the panel, and shear friction damage occurred at the upper and lower parts of the panel. In the test specimens using double panels, failure mode was governed by direct shear. The loadcarrying capacity of the test specimens using double panels was greater than two times that of the test specimens using a single panel, because the load transfer changed from flexure into direct shear in the wall specimens using double panels. Further, to use HCS panels for exterior basement walls, a design method for prediction of inplane seismic performance and yield displacement of HCS panels was proposed.