Load Inclination Research Articles

Effect of Horizontal Inclination of Lateral Load on Single Pile Behavior Subjected to Seismic Load

Effect of Horizontal Inclination of Lateral Load on Single Pile Behavior Subjected to Seismic Load

Meshing stiffness characteristics of modified variable hyperbolic circular-arc-tooth-trace cylindrical gears

Abstract. Stiffness excitation is one of the important excitations for the variable hyperbolic circular-arc-tooth-trace (VH-CATT) cylindrical gear system. Accurate calculation of the gear meshing stiffness is of great significance to investigating dynamic characteristics of the VH-CATT cylindrical gear system. Firstly, based on the forming theory of the modified tooth surface, the modified tooth surface equation of the VH-CATT cylindrical gear was deduced, and the 3D reconstruction was realised. Next, the load tooth contact analysis (LTCA) model of the VH-CATT cylindrical gear was developed to calculate the meshing stiffness of the VH-CATT cylindrical gear, and it was verified by the finite-element calculation. Finally, the influence of the load and modification parameters on the VH-CATT cylindrical gear stiffness was investigated. Research shows that the stiffness calculation method of the VH-CATT cylindrical gear based on LTCA is accurate. The meshing stiffness of the VH-CATT cylindrical gear in the double-tooth meshing area is large, and the meshing stiffness of the VH-CATT cylindrical gear in the single-tooth meshing area is small. The stiffness of the VH-CATT cylindrical gear increases with an increase in the load and cutter inclination angle, the stiffness of the VH-CATT cylindrical gear only in the double-tooth meshing area decreases with an increase in the parabolic coefficient, and the stiffness of the VH-CATT cylindrical gear increases with a decrease in the blade parabolic vertex position value. The research results provide a basis for improving the bearing capacity of the VH-CATT cylindrical gear and optimising design.

Innovations in Offshore Wind: Reviewing Current Status and Future Prospects with a Parametric Analysis of Helical Pile Performance for Anchoring Mooring Lines

This study examines the current status and future potential of the offshore wind sector. Offshore wind is pivotal in transitioning to a low-carbon society and meeting rising energy demands, despite being capital-intensive. The industry aims to develop larger-scale wind farms in deeper ocean locations, with projections indicating significant cost reductions. To explore deeper ocean areas, specialized foundations like floating platforms moored to the seabed are required. This study proposes helical piles anchored in the seabed as a method to secure mooring lines. Using Plaxis 3D, a parametric examination was conducted on helical piles with two plates: one fixed at the pile’s toe and the other varying in position between 0.5 and 13 m from the seabed surface. Load inclination angles (0, 20, 40, and 60 degrees) were used to simulate mooring line loads. Results indicate the optimal Zh/Z ratios for maintaining load-bearing capacity and stability: 0.12 (10 mm movements), 0.22 (25 mm), and 0.26 (50 mm) for small shaft diameters; and 0.34 (10 mm), 0.38 (25 mm), and 0.46 (50 mm) for large shaft diameters. These findings highlight the importance of specific load inclination angles based on shaft diameter and allowable movement for effective performance.

Enhancing the Ability of the Square Footing to Resist Positive and Negative Eccentric-inclined Loading Using an Inclined Skirt

Shallow and inclined skirted foundations on 30% sandy soil were examined in the experiment program. The study examined the effects of positive and negative eccentric-inclined loading on foundations. Experimental testing was done in a 600 × 600 mm box with a 50 x 50 mm square footing with a 10 mm thickness. The skirt angles were 10°, 20°, and 30°, and the skirt depth was Ds was 0.5 B. Results showed that using skirts significantly increases load-bearing capacity and decreases tilting. Tilting reduces with a skirt, and skirt inclination (alpha) increases with similar loads. Inclined skirts decrease tilt by (2.3% to 0.66%) at e was 0.15 B, load angle (beta) was 15°, and alpha was 30° in the negative case. Tilting increases with eccentricity. As load inclination grows, unskirted and skirted foundations slide and rotate. For the positive case, the tilting decreases from 10% to 2% with e was 0.15 B, loading angle (beta) was 15°, and alpha was 30° with an inclination skirt. The amount of horizontal displacement of the skirted foundation is more than that of the unskirted foundation when comparing the failure load for the unskirted foundation with the same load for the skirted foundation. Loading a foundation without a skirt causes significant settlement and little horizontal displacement. Increasing the load angle is effective since it greatly affects horizontal displacement. In some situations, such as a negative eccentric-inclined load with Ds was 0.5 B, beta was 15, and e was 0.05 B, the influence of the loading angle may be decreased once failures with eccentricity. When eccentricity increases while the load angle (beta) remains constant, the horizontal displacement of a negative eccentric-inclined load reduces.

Determination of pullout capacity for an inclined single-plate helical pile under combined loading in clay

Although helical piles are frequently installed at an angle to the vertical, there has been limited investigation into how this inclination affects the pile’s ability to resist pullout forces. This paper utilizes numerical analysis to examine the pullout capacities and failure envelopes of inclined helical piles under combined loading. Through the application of the coupled Eulerian-Lagrangian finite element analysis, the impact of load inclination and azimuth angle of the pullout plane on the ultimate holding capacity of inclined helical piles was assessed. It was found that the pullout plane that is in the opposite direction to the helical pile inclination is the most crucial. The parametric study showed that the crucial failure envelope is primarily influenced by the helical pile inclination angle, embedment depth ratio, helix diameter ratio, and normalized soil strength ratio. Several tables were provided, which contain fitting constants suitable for a range of helical pile inclination angles, embedment depth, helix diameter ratio, and normalized soil strength ratios. Based on these results, a straightforward design procedure was established to evaluate the holding capacity of an inclined installed helical pile. The research results are expected to assist engineers in accounting for helical pile inclination during the design phase.

Experimental Evaluations of Model Piles Subject to Inclined Loading in Sand

The structures that subjected to varying loads are supported by pile foundations. These loads consist of inclined and vertical loads. The main objective of this work is to experimentally investigate the effects of an inclined load on the lateral pile reaction and axial pile displacement for piles found in cohesionless soil. For this purpose, the slenderness ratios of model steel piles are varied by values of 11, 14, and 17. Moreover, the pile shapes involved in this study are H-pile, closed end circular and square. The experimental tests were conducted in sandy soil. However, the load inclination angle included in assessing the pile behavior were 0, 30, 45, and 60 from the vertical. In order to study the above parameters on the behavior of model pile, thirty-six experimental tests were carried out. Several findings indicated that the lateral pile deflection was highly influenced by increasing the load inclination. Further, the load inclination effect on the pile's ultimate bearing capacity is high which leads to a reduction in the pile's capacity. Additionally, the vertical displacement of pile is less than horizontal displacement when the pile is subjected to an inclined load of 45° and the model fails by horizontal displacement.

Oblique tensile tests on model anchor piles in calcareous sand deposits

Offshore anchor piles are extensively used as moor-floating structures in harsh environments that experience oblique tensile loads and the mechanical response is complex. This study investigated the effect of oblique tensile loads on the response of anchor piles in calcareous sand through a series of model tests and the standard penetration tests (SPT) to obtained bearing capacity equations. Eight model piles were installed into the calcareous sand bed with relative densities (Dr) of 53%, 75% and were loaded with different load inclination angles (α). The test results showed that the load-displacement curves were nonlinear and that dense sand could effectively control deformation and improve the bearing capacity. The critical load inclination, corresponding to the maximum load capacity for a given pile under tension loading, was around 30° and was larger than that for the terrestrial sand (5°∼10°), which may have been caused by particle breakage. The bending stress of the anchor pile was 2∼8 times the axial stress. In dense sand (Dr = 75%), the bending moment reaches its maximum around the critical angle (30°), indicating a the strong interaction between the pile and calcareous sand. The ultimate tensile load of anchor piles is a function of load inclination angle and ultimate capacity of uplift and horizontal piles.

A new mathematical model to evaluate the effect of load inclination on aircraft shelter’s foundations

Aircraft shelter is a structure or a reinforced hanger that has many uses in military aspects. It is used to protect military aircraft from different dangers such as enemy chemical attacks. Also, it provides housing, permitting aircraft maintenance and it can be storage for different weapons. therefore, optimum design of aircraft shelter is of a great importance. It may take several shapes to be suitable for its usage. It can be made from concrete, steel or composite materials. The foundations of an airplane shelter must be designed as best as possible. Design objectives are greatly impacted by the contact pressure between the earth and the foundation surface. Classical method in design assumes maximum uniform linear distribution of pressure under contact surface of footing. So, considering real contact pressure has a great interest for many authors. In this article, a new analytical method is proposed to study the effect of moments and load inclination on the design of rectangular isolated footing. The model proposed takes into consideration the real soil pressure. A parametric study was conducted and data obtained from classical model were larger than those from proposed model. Seven Rectangular isolated footings were designed using traditional method and proposed method. The proposed method is more economic since it provides less concrete dimensions. Results obtained from the new model were compared with FEM and achieved reasonable agreement.

A machine learning regression approach for predicting uplift capacity of buried pipelines in anisotropic clays

The uplift capacity of pipeline systems in geotechnical engineering is influenced by internal loading and external factors, making it a significant consideration in pipeline design problems. Previous research has conducted experimental tests and numerical solutions to investigate the relationship between force and displacement or the resistance of pipelines in numerous soil media. This paper proposes a machine-learning regression technique to predict the uplift capacity of buried pipelines in anisotropic clays with parametric analysis. Specifically, the Multivariate Adaptive Regression Spline (MARS) is employed to establish the relationship between input parameters, namely the depth ratio (H/D), anisotropic strength ratio (re), load inclination (β), overburden factor (γH/Suc), adhesion factor (α), and the output uplift resistance (N) obtained from the finite element limit analysis (FELA), utilizing the AUS material model integrated with the OptumG2 commercial program. Furthermore, the sensitivity analysis outcome shows the embedded depth ratio is the most critical parameter, followed by the anisotropic strength ratio, overburden factor, load inclination, and adhesion factor. Additionally, the shear velocity field contours show that when the depth ratio and the load inclination increase, the dissipation of shear changes. Design data visualizations, tables, graph contours, and empirical equations are created and can be utilized to aid in the development of practical designs.

Effect of wing plate structure on uplift resistance capacity of marine aquaculture anchor piles

As the main component of the anchorage system in marine aquaculture facilities, the anchor pile is key to ensuring safety and stability. However, conventional monopiles have limited capacity to withstand uplift forces, thus rendering them susceptible to deviations and potentially causing damage to facility structures. Hence, a new winged monopile is proposed to improve and optimize the anchor pile. In this study, laboratory experiments are conducted to investigate the effect of load inclination angle (θ = 0°, 30°, 45°, and 60°), wing length (L = 30, 50, and 70 mm), and wing width (W = 10, and 20 mm) on the uplift resistance capacity of anchor piles in silty clay. The results show that: the winged monopile exhibits at least a 15% improvement in uplift performance compared with the conventional monopile (without wings) when the smallest wing plate parameters are selected (W = 10 mm, L = 30 mm). Additionally, the effect of the wing width on the uplift resistance under an oblique load is more evident than that of the wing plate length. As the area of the wing plate increases, the range of improved wing plate efficiency first increases, and then gradually decreases. This study can be used as a reference for the design optimization of uplift piles and the construction of marine aquaculture.

Bearing capacity of footings on geosynthetic-reinforced soils under combined loading

In this study, the ultimate bearing capacity of shallow strip footings resting on a geosynthetic-reinforced soil mass subjected to inclined and eccentric combined loading is rigorously examined through the well-established method of lower bound limit analysis (LA) in conjunction with finite element (FE) and second-order cone programming (SOCP). Lower bound limit analysis formulation is modified to consider the ultimate tensile force of the geosynthetic layer in the soil mass so as to account for both pullout (sliding) and rupture (structural) modes of reinforcement failure. The effects of several parameters, including the embedment depth (u) and the ultimate tensile strength (Tu) of the geosynthetic layer along with load inclination angle (α) and load eccentricity (e), on the bearing capacity ratio (BCR) and failure envelopes of the overlying shallow foundation are examined and discussed. The results generally show a marked increase in the ultimate bearing capacity of the surface footing against combined loading with the inclusion of a single geosynthetic layer. Results also reveal that a second intermediate reinforcement might be required to bear a dual performance against both vertical concentric and combined loading scenarios so as to more effectively support the footing.

Behaviors of Inclined Single Piles and Pile Groups Subjected to Vertical and Horizontal Loads Based on Physical Model Tests in Sand

Inclined pile foundations with high inclination angles, subjected to both vertical and horizontal load, are increasingly used due to the advancement in installation technology. This study aimed to characterize the bearing capacities and deformation behavior of inclined pile foundations subjected to vertical and horizontal loads in laboratory-scaled testing. In a series of pile-modeled tests, the stainless-steel pile as a model pile, the single pile and the symmetrical 2 × 1 pile group were installed in dense sand at 0°, 10°, 20°, and 30° of inclination angles. The experiment in an inclined single pile subjected to vertical load aimed to minimize the eccentricity effect. The results showed that the optimal pile inclinations for vertical load were 10° and 20° for single pile and pile group, respectively. For optimal pile inclinations of horizontal load, they were between −10° to −20° and 20° for single pile and pile group, respectively. The ratios of the ultimate horizontal load to the ultimate vertical load (Quh/Quv) ranged from 0.02 to 0.19 and 0.15 to 0.23 for the single pile and the pile group tests, respectively. The group efficiencies for vertically loaded pile groups ranged from 58%–139% and 107%–130% for horizontal loading.

Bearing capacity of shallow strip foundations on reinforced soil subjected to combined loading using upper bound theorem of finite element limit analysis and second-order cone programming

Bearing capacity of shallow strip foundations placed over both unreinforced and reinforced granular soils and subjected to combined loading is calculated by implementation of upper bound finite element limit analysis in conjunction with second-order cone programming technique. The soil mass is considered to be a granular medium reinforced with the inclusion of horizontal single and double layers of geogrid elements. To represent the impact of tensile resistance of reinforcement elements, an axillary variable is utilized to simulate the plastic energy dissipation of reinforcing elements without the application of any stress variables. General loading conditions are considered to profile the expansion of the failure envelopes in the V-H and V-M spaces for shallow strip foundations resting on reinforced soils. Results of this study are compared and validated against three different cases including the bearing capacity of shallow strip foundations subjected to vertical loading in the case of perfectly smooth and fully rough interfaces, limit load of shallow strip foundations subjected to combined loading, and vertical bearing capacity of shallow strip footings over a soil deposit reinforced with a single-layer of geosynthetic. Consistency of the results with those reported in the literature demonstrates the efficiency of proposed extended finite element upper bound formulations. The results are reported in the form of an efficiency factor which can be multiplied by the vertical bearing capacity of the shallow strip footing over unreinforced soil to find the ultimate bearing capacity of the reinforced foundation. The results show that the load inclination angle and eccentricity have significant impacts on the limit load and the optimum embedment depths of the reinforcement layer. It is further noted that the effect of reinforcement layer(s) in the improvement of bearing capacity in the V-M space is more pronounced than in the V-H space. The efficiency of reinforcement elements inclusion in improving the expanse of safe loading domain in the V-H and V-M spaces enhances with an increase in the soil internal friction angle.

Developing soft-computing regression model for predicting bearing capacity of eccentrically loaded footings on anisotropic clay

In this investigation, the bearing capacity solution of a strip footing in anisotropic clay under inclined and eccentric load is analyzed using the numerical simulation model. The lower and upper bound finite element limit analysis (FELA) approaches are utilized to establish precise modeling and derive the numerical outcomes of a strip footing's bearing capacity. All analyses use effective automated adaptive meshes with three iteration stages to enhance the accuracy of the outcomes. The parametric analysis is performed to examine the influence of four dimensionless parameters which are taken into account in this study, namely the anisotropic strength ratio, the dimensionless eccentricity, the load inclination angle, and the adhesion factor to the bearing capacity factor. Furthermore, a new model has been proposed to predict the bearing capacity factor for the calculation of the undrained bearing capacity for footings resting on an anisotropic clay using an advanced data-driven method (MOGA-EPR). The new model takes into account the anisotropy, eccentricity, and inclination of the applied load and could be used with confidence in routine designs of shallow foundations in undrained conditions with the consideration of the anisotropic strengths of clays.

Biaxial shear behavior of recycled concrete aggregate reinforced concrete beams

The study aimed to investigate the capacity of reinforced concrete beams that include Recycled Coarse Aggregates (RCA) when subjected to biaxial shear loading. Nine beams of square cross-section 300 mm x 300 mm were tested until failure under three different load inclinations angles. The specimens were divided into three groups based on the aggregate type: 100 % Natural Concrete Aggregate (NCA), 100 % RCA, and a combination of 60 % RCA and 40 % NCA. The experimental results indicated that the uniaxial shear capacity of the 60 % RCA and 40 % NCA specimen was higher by about 8 % compared to the uniaxial shear capacity of the NCA and RCA specimens. Additionally, the 60 % RCA and 40 % NCA specimens showed better performance in terms of capacity and deformation than the RCA specimens under all load inclinations. This outcome is also supported by literature investigating the flexural and uniaxial shear capacity of reinforced concrete beams that incorporate 60 % RCA and 40 % NCA. Furthermore, the study revealed that the biaxial shear capacity generally decreased as the load inclination angle increased, and there was a quadratic relationship between the biaxial shear capacity of the tested beams and the load inclination. Theoretical values of the biaxial shear capacity based on the cross-section geometry, material, and load inclination were determined using equations proposed by Tinini et al. and were found to give conservative predictions of the biaxial shear strength. Therefore, the study highly recommends the use of the 60 % RCA and 40 % NCA combination in reinforced concrete beams and the equations proposed by Tinini et al. for biaxial shear capacity.

BIOMECHANICAL INVESTIGATION OF FRACTURE LOADS AND PATTERNS OF THE ODONTOID PROCESS

Odontoid fracture of the second cervical vertebra (C2) is the most common spinal fracture type in elderly patients. However, very little is known about the biomechanical fracture mechanisms, but could play a role in fracture prevention and treatment. This study aimed to investigate the biomechanical competence and fracture characteristics of the odontoid process.A total of 42 human C2 specimens (14 female and 28 male, 71.5 ± 6.5 years) were scanned via quantitative computed tomography, divided in 6 groups (n = 7) and subjected to combined quasi-static loading at a rate of 0.1 mm/s until fracturing at inclinations of −15°, 0° and 15° in sagittal plane, and −50° and 0° in transverse plane. Bone mineral density (BMD), specimen height, fusion state of the ossification centers, stiffness, yield load, ultimate load, and fracture type according to Anderson and d'Alonzo were assessed.While the lowest values for stiffness, yield, and ultimate load were observed at load inclination of 15° in sagittal plane, no statistically significant differences could be observed among the six groups (p = 0.235, p = 0.646, and p = 0.505, respectively). Evaluating specimens with only clearly distinguishable fusion of the ossification centers (n = 26) reveled even less differences among the groups for all mechanical parameters. BMD was positively correlated with yield load (R² = 0.350, p < 0.001), and ultimate load (R² = 0.955, p < 0.001), but not with stiffness (p = 0.070). Type III was the most common fracture type (23.5%).These biomechanical outcomes indicate that load direction plays a subordinate role in traumatic fractures of the odontoid process in contrast to BMD which is a strong determinant of stiffness and strength. Thus, odontoid fractures appear to result from an interaction between load magnitude and bone quality.

Seismic combined bearing capacity of strip footings on partially saturated soils using lower bound theorem of finite element limit analysis and second-order cone programming

The seismic bearing capacity of strip footings resting on unsaturated soils subjected to combined loading is investigated in this study using a combination of lower bound limit analysis and finite element discretization. Second-order cone programming (SOCP) is used in this instance to simulate the nonlinear form of the universal perfectly-plastic Mohr-Coulomb yield criterion during the stress field optimization process. Under no-flow and steady-state infiltration/evaporation flow conditions, the significant influence of matric suction induced below the surface footing is accounted for using the suction stress concept. The load eccentricity and inclination applied to the footing and pseudo-static forces exerted simultaneously to the footing (superstructure) and underlying soil are all incorporated into the equilibrium equations, resulting in combinations of limit moment (M), and vertical (V), and shear (H) forces, under the influence of seismic loading. The results demonstrate that the matric suction induced within the porous structure of the underlying soil stratum increases the capacity of the surface footing to withstand various combinations of eccentric and inclined loadings under seismic excitation. Moreover, at a given hydraulic condition, the failure envelopes of obliquely/eccentrically loaded shallow foundations shrink significantly with the increase in the seismic intensity; the process which is more highlighted in sand (no-suction and all flow conditions). As the flow state in the unsaturated clay changes from infiltration to evaporation, the failure envelopes are observed to enlarge. In addition, as the load inclination angle reaches the soil-footing interface friction angle, the ultimate horizontal bearing capacity of the foundation resting on sand (no-suction) drops to zero; however, there still exists a residual shear resistance in the underlying clay layer or unsaturated sand, posing non-zero horizontal bearing capacity even at extremely high angles of inclination. Last but not least, the influence of earthquake horizontal loading on the bearing capacity envelopes of a shallow footing resting on a sand deposit was corroborated to be more pronounced than on a cohesive soil deposit. Indeed, the intrinsic (residual) cohesion, normally found in cohesive soils, was realized to contribute significantly to suppress the detrimental effect of earthquake horizontal loading.

Influence of Methodological Variables on Fracture Strength Test Results of Intact Premolars: an ex-vivo study

The present ex vivo study evaluated the influence of periodontal ligament simulation, load inclination, and tip morphology on fracture strength test results on intact premolars. Forty maxillary premolars were divided into four groups, Group 1, with a 90° load inclination, spherical tip with a diameter of 3mm and periodontal ligament simulation (PDL+); Group 2, with a 90° load inclination, flat tip with a diameter of 2mm, PDL+; Group 3, with a 45° load inclination, flat tip with 2mm of diameter, PDL+; Group 4, 90° load inclination, spherical tip with 3mm diameter, without periodontal ligament reproduction. Interactions among variables and intergroup significance were tested with Wilcoxon rank-sum and Kruskal Wallis’s tests (p≤0.05). Statistically significant differences were found between groups B and C, but they were not found for the others. A 90° load inclination significantly increases fracture strength, while periodontal ligament simulation and tip morphology did not significantly influence the results.

Enhancing the ability of the square footing to resist positive and negative eccentric-inclined loading using an inclined skirt

Laboratory model tests were performed to investigate the behavior of shallow and inclined skirted foundations placed on sandy soil with R.D%=30 and the extent of the impact of the positive and negative eccentric-inclined loading effect on them. To achieve the experimental tests it was used a box of (600*600)mm cross-sectional and 600mm in height and a square footing of (50*50)mm and 10mm in thickness attached to the skirt with Ds=0.5B and various an angle of (10°,20°,30°). The results showed that using skirts leads to a significant improvement in load-carrying capacity and decreased settlement in addition when the skirt angle increased, the ultimate load improved. load-carrying capacity decreased with increasing eccentricity and load inclination For load inclination (Beta) 15° when the eccentricity changed from e=0.15B to e=0.05B the load improvement percentages were (323.2% to 263%) and (214% to 220%) and settlement reduction factor was (83% to 78%) and (62% to 58%) for positive and negative eccentric-inclined loading, respectively also the result showed the effect of positive on the reduction of soil-bearing capacity is more than negative. Increasing eccentricity increases the improvement percentage for positive eccentric-inclined load and decreases for the case of negative eccentric-inclined load. Increased skirt angle will increase the Improvement factor (IR) When the skirt angle increased from 10° to 30° for an improved foundation with load angles of 5°, 10°, and 15° the improvement factor (IR) increased from (2.53, 2.51, 2.4) to (3.45, 3.65, 3.97) and (2.43, 2.58, 2.54) to (4, 4.63, 5.3) for both negative and positive eccentric-inclined load respectively and settlement reduction factor for load angle 15° and skirt angle increase from 10° to 30° were 34% and 27% for positive and negative eccentric-inclined load respectively. the (IR) for positive eccentric-inclined load is more than the negative eccentric-inclined load for all cases, in addition, the skirt angle of 30° showed a significant improvement in the improvement factor (IR).

Nonisothermal Failure Envelopes of Strip Shallow Foundations Resting on Partially Saturated Clay Subjected to Combined Inclined and Eccentric Loadings

Shallow foundations are commonly resting on partially saturated soil and are very likely to be exposed to severe variations of temperature. The degree of saturation and matric suction will be changed at the elevated temperatures, thus resulting in different hydromechanical behavior and a considerable variation in the imposed suction stress. In this study, the effect of temperature increase on the ultimate bearing capacity of strip shallow foundations resting on partially saturated clay layer subjected to vertical (V)–horizontal (H)–moment (M) combined loading is examined through a set of finite-element limit analyses (FELA) adopting lower bound theorems and second-order cone programming (SOCP). The unified effective stress for partially saturated soils is first incorporated into the soil yield function, considering the significant effect of temperature variations on suction stress by means of the well-established previously developed nonisothermal soil–water retention curve (SWRC) model. The equilibrium equations corresponding to the combined loading are also incorporated into the FELA formulations to account for the effects of inclined and eccentric loadings. Accordingly, the failure loci of obliquely and eccentrically loaded shallow foundations are presented for a wide range of temperatures. It is shown that with an increase of the temperature in the underlying unsaturated clay, the suction stress within the soil medium significantly rises, and thus, the failure wedges as well as the failure loci for both eccentric and inclined loadings substantially expand at elevated temperatures, revealing the considerably greater bearing capacity of the strip footing. The contact pressure beneath the foundation in all loading scenarios increases with an increase in the temperature of the underlying clay. This trend is much less pronounced at higher angles of load inclination, while it is barely affected by the load eccentricity. In addition, with an increase in the induced temperature and consequently the suction stress within the partially saturated clay beneath the foundation, the failure wedge expands, thereby resulting in an overall increase in the bearing capacity of the shallow foundation against vertical–horizontal–moment combined loading.