Mudflows are natural phenomena starting from landslides and presenting high impact when they occur. They generate great catastrophes in their path because most of the time there is no indication prior to the failure that triggers them. Understanding how mud is transported is of great importance in infrastructure projects that coincide with hillside areas due to the high risk of occurrence of this phenomenon by cause of the high slopes, which can involve great risks and produce disasters that involve great costs. This work presents the evaluation of mudflows, from the implementation of a laboratory scale experiment in a consistometer with its calibration and validation from numerical models to estimate rheological parameters of the material. Tests were also carried out in an open channel in the laboratory, based on the data previously obtained considering the behavior of the material as a both Newtonian fluid and non-Newtonian fluid. The experiment considered a channel with dimensions of 3 m long, 0.5 m high and 0.7 m wide with slope control, and a mud composition of silty material with 60% moisture. The tests were conducted with slopes of 5%, 10%, 15% and 20%. The numerical models were carried out in ANSYS FLUENT software. In addition, the calibration data of the numerical model were used for a real case study, simulating the slip flow occurred in Yangbaodi, in the southeast of China, occurred on September 18, 2002. The results of the numerical models were compared with the experimental results and show that these have a great capacity to reproduce what is observed in the laboratory when the material is considered as a non-Newtonian fluid. The model reproduced in an appropriate way the movement of the flow at laboratory scale, and for the aforementioned case study, some differences in the final length of deposition were noticed, achieving interesting results that lead the use of the calibrated model towards the estimation of risks due to the mudflow occurrence.

The faster growth of urban areas, coupled with limited available land, has resulted in the development of densely packed buildings sharing common soil media. This proximity increases soil stress, influencing the deformation characteristics of nearby footings. Hence, there is a need to investigate the effect of structure-soil-structure interaction (SSSI) on the footing settlement. The aim of the study is to investigate the effect of SSSI on the footing settlement of a three-story symmetrical RCC building due to the presence of adjacent building with various height. The vertical and differential settlement of footings obtained from SSSI and soil-structure interaction (SSI) analyses are compared by using the finite element software ANSYS under gravity loading. The findings reveal that SSSI substantially amplifies vertical settlement in footings proximate to adjacent structures compared to SSI analysis, consequently inducing significant changes in differential settlement patterns between footings.

Rapid urbanization and land scarcity lead to the construction of multiple structures in proximity, supported on common soil media. This proximity increases soil stress, influencing the deformation characteristics of nearby footings. Hence, there is a need to investigate the effect of structure-soil-structure interaction (SSSI) on the footing settlement. In the present study, the effect of SSSI on the footing settlement of a three-storey building is investigated due to the presence of similar adjacent buildings arranged in various patterns (single adjacent building, side-by-side, L-shape, and inverted T-shape). The various interaction analyses are performed using finite element software ANSYS under gravity loading. The vertical and differential settlement of footings obtained from soil-structure interaction (SSI) and SSSI analyses are compared to evaluate the effect of SSSI under various adjacent building arrangements. The results indicate that in SSI case, inner footings show greater settlement compared to peripheral footings which causes high value of differential settlement between peripheral footings and those immediately adjacent to them. However, the presence of an adjacent structure in SSSI cases provides higher settlement in adjacent footings, which in turn reduces the differential settlement in these footings. Moreover, the SSSI effect on vertical settlement in SSSI (L-shaped) and SSSI (inverted T-shaped) is found to be more in corner footing located near to the adjacent buildings due to overlapping of soil stresses from two sides. The study quantifies the extent of settlement increase in various SSSI cases compared to SSI case, contributing valuable insights to mitigating potential settlement issues in densely developed areas.

The seismic response of underground liquefied natural gas (LNG) storage tanks has been a significant focus in both academic and engineering circles. This study utilized Ansys (2021R1) to conduct seismic analyses of large-capacity LNG tanks, considering the fluid-structure-soil coupling interaction (FSSI), and it was solved using the Volume of Fluid model (VOF) and Finite Element Method (FEM). The mechanical properties of both the LNG tank structure and soil were simulated using solid elements, and seismic acceleration loads were applied. An analysis of liquefied natural gas was performed using fluid elements within FLUENT. Initially, a modal analysis of the tank was conducted, which revealed lower frequencies for a full-liquid tank (3.193 Hz) compared to an empty tank (3.714 Hz). Subsequently, the seismic responses of both the aboveground and underground LNG tank structures were separately simulated, comparing the acceleration, stress, and displacement of the tank wall structures. The findings indicate that the peak relative displacement of the aboveground empty tank wall is 122 mm, less than that of a full tank (136 mm), while the opposite holds true for underground tanks. The period and wave height of LNG liquid shaking in underground tanks are lower than those in aboveground tanks, which is more conducive to tank safety. The deformation and acceleration of underground tanks are lower than those of aboveground tanks, but the Mises stress is higher. The results indicate that underground LNG tank structures are safer under earthquake conditions.

Offshore wind farms are located in marine environments with complex hydrological, meteorological and submarine geological conditions, which pose difficulties for wind turbine foundation design and construction. Therefore, the study of the key technologies of offshore wind turbine foundation design has important theoretical value and practical significance for the assurance of structural safety, the optimization of structural design and the extension of structural service life. In this paper, a numerical simulation model of three pile foundation is established, and a detailed FEA model of grouted area is calculated and analyzed, and influence of grout on performance under different loading conditions is calculated and analyzed. The results show that it is feasible to use the p-y curve method to describe the pile-soil interaction of the three-pile foundation of the offshore wind turbine, the stress check of the whole foundation structure under ultimate load conditions and normal load conditions meets the requirements of the DNV specification, and the result of the fatigue damage check is that the fatigue strength requirement is met in 26.7 years, which indicates that the three-pile foundation structure of the offshore wind turbine is safe and reliable and can be operated safely.

In order to improve the quality of transplanting devices and solve the problems of the poor effect on soil moisture conservation and more weeds easily growing due to the high mulching-film damage rate with an excessive number of hole openings, we developed a dibble-type transplanting device consisting of a dibble-type transplanting unit, a transplanting disc, and a dibble axis. The ADAMS software Adams2020 (64bit) was used to simulate and analyze the kinematic track of the transplanting device. The results of the analysis show that, when the hole opening of the envelope in the longitudinal dimension was the smallest, the transplanting characteristic coefficient was 1.034, the transplanting angle was 95 degrees, and the transplanting frequency had no influence. With the help of the ANSYS WORKBENCH software Ansys19.2 (64bit), an analysis of the process of the formation of an opening in the mulching film and a mechanical simulation of this process were completed. The results indicate that, when the maximum shear stress of the mulching film was the smallest, the transplanting characteristic coefficient was 1.000, the transplanting frequency was 36 plants center dot min-1, and the transplanting angle was 95 degrees. In addition, the device was tested in a film-breaking experiment on a soil-tank test bench to verify the hole opening in the mulching film. The bench test showed that, when the longitudinal dimension was the smallest, the transplanting characteristic coefficient was 1.034, the transplanting frequency was 36 plants center dot min-1, and the transplanting angle was 95 degrees. When the lateral dimension was the smallest, the transplanting characteristic coefficient was 1.034, the transplanting frequency was 36 plants center dot min-1, and the transplanting angle was 90 degrees. The theoretical analysis, kinematic simulation, and soil-tank test results were consistent, verifying the validity and ensuring the feasibility of the transplanting device. This study provides a reference for the development of transplanting devices.

The current paper investigates wave propagation from time-harmonic embedded point source in a semi-infinite anisotropic medium containing underground structure by applying three different computational techniques. Firstly, direct BEM for 2D elastodynamics is applied using the fundamental solution derived by the Radon transform for general anisotropic continua. The second numerical technique is a computationally efficient two-and-a-half dimensional FEM, used to calculate the 3D wave field in the soil. At the boundaries of the mesh perfectly matched layers are instated to prevent spurious wave reflections. The FEM solutions realized by the built-in options in ANSYS are finally utilized with two types of absorbing boundary conditions. The results obtained by the three adopted modelling techniques are properly compared and respective insights regarding their applications are provided.

为研究水下爆炸载荷对冰凌的破碎效果及二维双孔微差爆破冰体的损伤裂隙，结合黑龙江呼玛段实际冰水情，运用LS-PREPOST程序系统进行了数据后处理，采用ANSYS/LS-DYNA有限元软件模拟了冰体爆破损伤裂隙发展情况与冰凌破碎过程。结果表明：合理延期时间下，随双孔爆破时间增长冰盖爆破面积逐渐变大，在40～45 ms时，冰层裂隙已基本不再扩展，冰层中爆炸冲击波已退化为弱波；受有效应力影响，冰盖形成明显的粉碎区和裂隙区，冰体产生径向裂纹和环向裂纹；爆破坑半径误差在8.4%以内，精度略有提高，验证了误差公式的准确性。

为研究水下爆炸载荷对冰凌的破碎效果及二维双孔微差爆破冰体的损伤裂隙，结合黑龙江呼玛段实际冰水情，运用LS-PREPOST程序系统进行了数据后处理，采用ANSYS/LS-DYNA有限元软件模拟了冰体爆破损伤裂隙发展情况与冰凌破碎过程。结果表明：合理延期时间下，随双孔爆破时间增长冰盖爆破面积逐渐变大，在40～45 ms时，冰层裂隙已基本不再扩展，冰层中爆炸冲击波已退化为弱波；受有效应力影响，冰盖形成明显的粉碎区和裂隙区，冰体产生径向裂纹和环向裂纹；爆破坑半径误差在8.4%以内，精度略有提高，验证了误差公式的准确性。

季节性温度变化导致土壤出现冻胀和消融现象，导致地埋管道出现冻胀和破损现象，因此针对多年冻土存在的主要问题开展多年冻土环境消防系统研究很有必要。本文总结多年冻土设计难点和国内外多年冻土地区管道设计的工程经验，并提出多年冻土地区消防管道设计的合理方案，特别是多年冻土地区埋地消防管道保温层厚度的设计。利用Ansys软件进行模拟分析，结合工程实际利用稳态热和瞬态热法模拟计算，提出更加安全和高效的设计方案，以期可为多年冻土消防系统设计提供参考。