Flexible oneanchor retaining building models calculation results comparing with experimental data

Slope stability analysis is vital in geotechnical and highway engineering due to its direct implications on infrastructure safety and serviceability. This study employs the Strength Reduction Method (SRM) in PLAXIS 3D, a finite element-based software, to assess the stability of highway embankments under various slope geometries, embankment heights, and groundwater table (GWT) positions. A total of 72 cases were analysed, involving six slope ratios (1.25H:1V to 3.5H:1V), six embankment heights (1 m to 10 m), and two groundwater conditions (−4 m and 0 m). Results show that the Factor of Safety (FOS) decreases with increasing slope steepness and embankment height, while gentler slopes consistently exhibit higher FOS values. Rising the GWT to ground level reduced FOS values by up to 35%, highlighting the destabilizing role of elevated pore-water pressures. Comparative analysis revealed that gentler slopes improved FOS by up to 50% compared to steep slopes at higher embankments. The findings underscore the importance of adopting flatter slopes and effective drainage strategies in highway embankment design to ensure long-term stability.

Sheet pile wall has been used extensively as a soil retaining structure during the excavation process in soft ground. Meanwhile, finite element method (FEM) has been widely used as a numerical tool to predict wall movements due to soil excavation. In FEM, many factors including soil parameters, structures’ parameters and construction stages simulation influence the analysis results. This paper presents a modelling of sheet pile wall at deep excavation using 3D FEM. The study focuses on the structures’ stiffness modelling and the stages of construction simulation. The hardening soil model and its parameters adopted from previous study was employed in the analysis. To validate the model, an excavation site located in the center of Bangkok was selected to model. PLAXIS 3D – a commercial software for solving finite element problem was employed in this study. In overall, the results of wall movements from 3D FEM agree well with the instrumented data confirming that the modelling could reflect the real behavior of sheet pile walls at deep excavation in soft soils in Bangkok

Multiple basement construction and constructions of highrise structures are well known in modern era. Thebraced sheet pile was provided for deep excavation to avoid failures. For adequate safety of structure andadjoining soil, detailed analysis is required. Many previous researchers have focused their research in this area.In this study numerical modelling of braced sheet pile is done using Plaxis 2D FEM based software. The modelwas developed for three soil type viz. Silty sand, Soft clay and Sand. The depth of braced sheet pile was30metres. The strut was placed at 4.5m, 9m, 13m, 17m and 18m. The analysis was carried out with different soilparameters e.g friction, young’s modulus etc of soil for all the three cases. The behaviour of Sheet pile wall suchas Shear forces, Axial forces, Bending moment, Total displacement etc. under different soil condition wascalculated by commercially available Finite element based software Plaxis 2D and obtained results werecompared with previous obtained result. It was observed that the obtained results were found in agreement withprevious results.

Femoral neck anteversion is the torsion of the femoral head with reference to the distal femur. Conventional methods that use cross-sectional computed tomography (CT), magnetic resonance or ultrasound images to estimate femoral anteversion have met with several problems owing to the complex three-dimensional (3D) structure of the femur. A 3D imaging method has been developed that virtually measures femoral anteversion on the 3D computer space with continuous CT slices; this 3D method provides more accurate and reliable results than conventional 2D CT measurements. A 3D modelling method is devised for the measurement of femoral neck anteversion. This method has advantages over the 3D imaging method, such as shorter processing time, reduced number of slices and an objective result compared with the 3D imaging method. The results of the 3D modelling method are compared with the conventional CT methods (2D CT method and 3D imaging method) using 20 dried femurs.

This paper describes the effect of basement excavation and foundation loading on tunnel in sand. Typical tunnel geometry of Delhi Metro and soil conditions in part of Delhi (Yamuna Sand) are considered for modelling. The construction sequences of tunnel excavations, basement footing with retaining wall and the loading on footing have been numerically simulated using plane strain assumption in PLAXIS 2D. Basement foundation, retaining wall, sheet pile and support struts are modelled simulating the construction sequence that is normally adopted in practice. The soil is assumed as elastic-perfectly plastic material, and its failure is governed by Mohr–Coulomb criterion. The tunnel lining, footing, sheet pile, wall and struts are assumed as linear elastic materials. The loading on the footing is modelled in several stages simulating different numbers of storeys for studying the effect of basement excavation and structure/foundation loading. The results indicate that the response of tunnel lining is significantly affected by various stages of basement excavation and foundation loading. Based on the several response parameters of tunnel lining, it is concluded that the critical distance between the tunnel edge and basement footing is found as 2.5 times the tunnel diameter within which the basement excavation and foundation loading have shown significant influence on tunnel response.

Slope stability is crucial in civil, geotechnical, and environmental management, because it ensures safety, reliability, and functionality for natural and engineered slopes. The stability of a slope depends on the properties of materials, water conditions, geological features, slope geometry, and external factors, such as human activities and Weather. These factors determine the balance between forces that could cause slope failure and those that resist it. In March 2020, a major landslide occurred along the Amman-Na’ur-Dead Sea Highway, involving more than a 200-metre length and completely closing the main road that connects Amman to the Dead Sea area. This area has been generally recognized for its instability, often due to water springs. The current research presents a comprehensive geotechnical investigation and stability analysis of slopes affected by the described landslide event. It proposes a pile wall retaining system to stabilize the slope to avoid future highway closures. The research simulated different pile configurations using PLAXIS 2D, assessing different lengths from 35.0m to 45.0 m, diameters from 0.8 m to 1.4 m, and spacings from 2.0 m to 4.9 m to improve the area stability. The proposed pile wall system increased the stability of the slope and met the required safety factor. Keywords: Slope stability, Pile wall, Finite element, PLAXIS.

It is widely accepted that the flow theory of plasticity significantly overestimates buckling stresses and strains and, in some cases, fails to predict buckling at all, while the deformation theory, which lacks physical rigor compared to the flow theory, predicts results that are in better agreement with experimental ones. The deformation theory is therefore recommended for use in practical applications of the buckling of shells. This paper aims to review in detail the causes behind the seeming discrepancies in the results predicted by both the flow and deformation theories of plasticity, and to propose an explanation for this so-called “plastic buckling paradox” on the basis of some recent research work in the field.

Nowadays, waste management should be one of the focuses in controlling a healthy and sustainable environment. It is undeniable that plastic bottle waste has covered the earth’s surface. One of the solutions to reduce the polluting impact is to use it as a geocell in the geotechnical field. The previous researchers more study about slope reinforcement using fabricated geocell. In this study, geocell is made by utilizing plastic bottle waste. Slope stabilization using geocell is a kind of internal stabilization. Other kinds of slope stabilization, such as using sheet piles and gravity walls, are external stabilization. The purpose of this study is to obtain an overview of the effect of the geocell reinforced slope. From experimental studies using plate load test, results obtained that geocell reinforce soil can increase the bearing capacity of the soil. Numerical modelling uses PLAXIS 2D modelled geocell reinforce slope as a slab that can spread the load widely over the reinforced area, also known as beam model. Young’s modulus of geocell-soil composite is obtained from experimental studies, empirical equation and validated using axisymmetry in PLAXIS 2D. The results of this study, generally geocell reinforce slope can restrain the slope from failure deformation by redistributing the loads in a large area. The significant effect is shown in sandy soil with a high improvement factor (IF), different to the reinforcement in clayey soil with a low improvement factor (IF). It implies that plastic bottle waste can be used as a geocell which can increase its economic value. Since it is applicable, it can reduce the pollution caused by plastic bottle waste.

The present series of tests, involving six machined steel torispherical shells subjected to internal pressure, was designed to highlight the difference in the buckling predictions of the deformation and the flow theories of plasticity. For the geometries selected, deformation theory predicted that bifurcation buckling would occur for all the domes tested, whereas flow theory predicted buckling in only two of them. In the tests, low-amplitude waves (detected by probes) appeared in all six of the domes. In four of the domes, the low-amplitude waves grew with increasing pressure and became buckles which were visible to the naked eye. Assuming that the occurrence of low-amplitude waves can be considered as buckling of a dome, then deformation theory predicted the failure mode correctly in all six cases. Flow theory was correct in only two cases. The agreement between the initial experimental buckling pressures and those predicted by deformation theory was reasonably good, the ratios varying between 0.71 and 0.94. For three of the domes, the buckling pressures were also found by the Southwell plot technique. These latter agreed best with the deformation theory predictions. The shell buckling program used for analysis purposes was BOSOR 5 and its predictions were checked using five other independent shell buckling programs. One reason for the incorrect prediction of the failure mode by flow theory may be the neglect of initial geometric imperfections in the analysis. Some preliminary calculations including them seem to confirm the hypothesis.

The article presents the results of experiments on cyclic loading of samples with an annular V-shaped notch and their mathematical modeling. The tests were carried out on specimens of the BrKh08-Sh alloy with a cyclic change in the tensile load from 0 to a given value. Under such loading, the material in the groove area is subjected to cyclic elastoplastic deformation, which leads to failure due to low-cycle fatigue. When testing samples using the digital image correlation method, the deformation of the material on the surface of the undercut was measured, which made it possible to determine the nature of the change in its range from cycle to cycle. Mathematical modeling of experiments is carried out according to the finite element method. For this purpose, models of elastic-plastic deformation and accumulation of material damages are introduced into the SIMULIA Abaqus software package. The plasticity model is based on the theory of flow under combined hardening. The damage accumulation model is based on the energy strength criterion. The article presents the basic equations used to calculate the models. The material parameters are determined and verified based on the results of a basic experiment on cyclic tension-compression of a smooth cylindrical sample under asymmetric rigid loading. Based on the results of the calculation, cartograms of stresses, deformations, and accumulated damages were constructed. It is shown that when the sample is unloaded, in the area of stress concentration close to the annular groove, compressive stresses arise, the values of which are close to the values of tensile stresses at the moment of application of the maximum load. The results of mathematical modeling are compared with the experiment. A comparison of the results was carried out in terms of the range of axial deformation of the material on the surface of the undercut and the number of cycles before failure.

Combining timber and glass in the wall elements of the building envelope with the proper orientation of such transparent façade elements enables the utilization of solar energy for heating and internal illumination of the building. However, the asymmetrical layout of timber-glass wall elements in such buildings can result in problems with the horizontal stability of the structure, so their participation to load-bearing capacity of the structure is usually neglected. The study deals with solutions for such elements as horizontal load-bearing members with proper connection details. First, specifically developed timber-glass wall elements were experimentally tested under monotonic and cyclic horizontal point load, and further in combination with classical timber-framed wall elements implemented into special single and two-storey box-house models, which were further experimentally tested on the shaking table. In the second part as the main goal of the study, a quite simple mathematical model of the box-house prototypes is developed using a fictive diagonal element for simulating the racking stiffness of the bracing timber-glass wall element. The calculated results for the 1st vibration period are compared with the previously measured experimental results to prove an accuracy of the developed model. Finally, a linear time-history calculation is done as a sample presentation of the developed mathematical model using Landers acceleration spectrum. The developed mathematical model enables a simple and effective seismic response calculation of timber buildings considering the developed timber-glass wall elements as load-bearing bracing elements against horizontal load actions. The model can also be recommended for using in further parametric numerical academic studies analysing the influence of various parameters.

The objective of this study is focused on the effect of groundwater lowering on distribution of land subsidence in layered soils anddeveloping charts which present the distribution of land subsidence with vertical directions when lowering the hydraulic heads. Authors used the expression for 1D water flow theory and Riley’s method to calculate the land subsidence for two cases of layered soils: hypothetical soil (2 layers) and soil in My Thuan Bridge (4 layers), Vinh Long Province. Besides, the study used the finite element method (Plaxis 2D) to simulate the land subsidence. The results showed that 1D water flow theory and Riley’s method presented the relationship between land subsidence with depth (Z). All 2 cases, the land subsidence was a function of local position as well as soil properties and this relationship is nonlinear with the curve is different in each soil layer. Settlement of soil near the surface is larger than settlement of soil at larger depth.

The foundation of a drill pile or bored pile is used to support a building structure by drilling a hole into the ground and filling it with steel reinforcement and concrete. Evaluation of the strength of the supporting capacity of a bored pile foundation is important in the design and construction process, to ensure that the foundation can bear the load of the structure to be placed on it. The study used the Plaxis 2D software to simulate the support strength of the bored pile foundation, the Luciano Decourt method, and the Reese and Wright method to determine the comparison of the maximum support strength values. The results of this study show that the support power value obtained with the Reese and Wright method is closer to the support force result using the 2D Plaxis. From the third method calculations, the Qult value difference between the Plaxis 2D method and the Luciano Decourt method is -469.73 kN or -32.8% for data 1, -666.56 kN, or -36.7% for data 2, and -407.24 kN and -12.1% for data 3. For the differential between the Plaxis 2D method and the Reese and Wright method, the result was 0.63 kN or 0.1% for data 1, 78,58 kN, or 7.3% for data 2, and -80,64 kN (or -2.7% for data 3).

Four-dimensional (4D) dose calculation algorithms, which explicitly incorporate respiratory motion in the calculation of doses, have the potential to improve the accuracy of dose calculations in thoracic treatment planning; however, they generally require greater computing power and resources than currently used for three-dimensional (3D) dose calculations. The purpose of this work was to quantify the increase in accuracy of 4D dose calculations versus 3D dose calculations. The accuracy of each dose calculation algorithm was assessed using measurements made with two phantoms. Specifically, the authors used a rigid moving anthropomorphic thoracic phantom and an anthropomorphic thoracic phantom with a deformable lung insert. To incorporate a clinically relevant range of scenarios, they programed the phantoms to move and deform with two motion patterns: A sinusoidal motion pattern and an irregular motion pattern that was extracted from an actual patient's breathing profile. For each combination of phantom and motion pattern, three plans were created: A single-beam plan, a multiple-beam plan, and an intensity-modulated radiation therapy plan. Doses were calculated using 4D dose calculation methods as well as conventional 3D dose calculation methods. The rigid moving and deforming phantoms were irradiated according to the three treatment plans and doses were measured using thermoluminescent dosimeters (TLDs) and radiochromic film. The accuracy of each dose calculation algorithm was assessed using measured-to-calculated TLD doses and a gamma analysis. No significant differences were observed between the measured-to-calculated TLD ratios among 4D and 3D dose calculations. The gamma results revealed that 4D dose calculations had significantly greater percentage of pixels passing the 5%/3 mm criteria than 3D dose calculations. These results indicate no significant differences in the accuracy between the 4D and the 3D dose calculation methods inside the gross tumor volume. On the other hand, the film results demonstrated that the 4D dose calculations provided greater accuracy than 3D dose calculations in heterogeneous dose regions. The increase in accuracy of the 4D dose calculations was evident throughout the planning target volume.

Because of the complex distribution of stress directions around a salt body, accurate prediction of the mud-weight window (MWW) for subsalt wells has presented a challenge within the industry for many years. This paper presents a method for the enhanced 1D prediction of the MWW for subsalt wells in the Viosca Knoll area in deepwater Gulf of Mexico (GOM). An initial stress solution is obtained using a 3D finite-element method (FEM). The stress solution is then used as input data to the 1D prediction tool. The field-scale model used in the calculation is a cubic block with a true vertical depth (TVD) of about 9000 m, a width of 7500 m, and a length of 7500 m. Along the wellbore trajectory, the salt body is 6000 m thick and 5500 m wide. Based on seismic sectional data, an anticlinal structure is constructed accordingly at its bottom surface. The 3D porous elastoplastic FEM calculation was performed first with the field-scale model. The effective stress ratio was provided for the 1D prediction of MWW along the given wellbore trajectory. The finite-element model simulates the geometry of the salt body in detail. Comparisons are made between the results obtained with the enhanced 1D method, the conventional 1D method, and a finite-element method. Solutions obtained with the conventional 1D method missed the abnormality of stress distribution at the salt base and have smaller MWW values, as compared to the other solutions. The solution for MWW obtained with the enhanced 1D method is near the value obtained with the finite-element method, but at only 10% of the time cost. The FEM enhanced 1D method proposed has proven to be the most cost efficient method for predicting MWW for subsalt wells. This work presents an example of a best practice.