Detailed Finite Element Model Research Articles

Modeling inelastic behavior of U-shaped walls using multi-layer shell element: assessment at both global and local levels

AbstractOver recent decades, various numerical approaches have been developed to simulate the nonlinear behavior of reinforced concrete (RC) walls, with the multi-layer shell element method being commonly employed for thin RC wall structures. Although the global force–displacement relationship is often used to validate numerical models, their accuracy at the local level is seldom assessed. A recent experimental program has provided a detailed benchmark for investigating the nonlinear behavior of RC U-shaped walls under both flexure- and torsion-dominated loading conditions. This study developed a detailed finite element model to evaluate the multi-layer shell element method’s effectiveness in simulating both the global and local responses of RC U-shaped walls. At the global level, the model accurately captured the wall pre-failure cyclic hysteresis, cracking pattern and stiffness degradation. At the local level, the model’s accuracy was assessed by comparing the concrete deformation, rebar strain distribution and crack width. The results indicated that the model reasonably represented the local behavior of the U-shaped walls at small drift levels. However, the error increased with higher drift level, particularly in reproducing the concrete deformation and reinforcement strain at the wall base. This study provides insights into the capabilities and limitations of the proposed model, informing future improvements in the numerical simulation of RC wall structures.

Dynamic behavior of full-scale GFRP bar-reinforced ultra-high-performance concrete-encased concrete-filled double-skin steel tubular bridge columns under lateral impact loading

In this paper, a novel full-scale glass fiber-reinforced polymer (GFRP) bar-reinforced ultra-high-performance concrete (UHPC)-encased concrete-filled double-skin steel tubular bridge column (referred to as a GFRP-UHPC-encased CFDST column) is proposed and investigated under lateral impact loading. Detailed three-dimensional nonlinear finite element models of twenty-three full-scale columns subjected to rigid vehicle impact are established and simulated, including twenty GFRP-UHPC-encased CFDST columns, one GFRP-normal strength concrete (NSC)-encased CFDST column, one GFRP bar reinforced UHPC (GFRP-UHPC) column, and one steel bar reinforced UHPC (steel-UHPC) column. The models incorporate the strain rate effects of GFRP, steel, and concrete materials, as well as the effects of concrete confinement provided by the steel tubes and stirrups. The accuracy of the numerical models is validated against test results. A full-range analysis of the dynamic response of the GFRP-UHPC-encased CFDST column, GFRP-NSC-encased CFDST column, GFRP-UHPC column, and steel-UHPC column is conducted and discussed in detail. Furthermore, the impact resistance contributions of each component of the columns are analyzed and explored. The impact resistance of the GFRP-UHPC-encased CFDST column surpasses that of the GFRP-NSC-encased CFDST column, the GFRP-UHPC column, and the steel-UHPC column, demonstrating promising cooperation between its components. Finally, parametric studies are conducted to examine the influence of impact velocity and key geometric parameters on the dynamic behavior of GFRP-UHPC-encased CFDST columns. The impact velocity, the ratio of the outer steel tube diameter to the total column diameter (do/D), the ratio of the inner steel tube diameter to the total column diameter (di/D), and the thickness of the outer steel tube significantly influence the lateral impact behavior of GFRP-UHPC-encased CFDST columns, while the effect of the inner steel tube thickness is negligible.

Dynamic shear strength of precast connection with UHPC-based and traditional grouted sleeves: Test, simulation, and analytical formulas

Dynamic shear strength is critical for ensuring the integrity of prefabricated structures with grouted sleeve connections under dynamic loads such as impacts and earthquakes. However, studies have yet to be conducted to clarify the dynamic shear strength of grouted sleeve connections for designs. To this end, this study systematically investigated the dynamic shear behavior of precast connection with grouted sleeves through physical experiments, numerical simulations, and theoretical analysis. Drop hammer impact tests were performed on nine precast connection specimens that differ in amounts of impact energy, axial loads, rebar ratios, and grouting materials. Experimental data indicated that the dynamic shear performance of the ultra-high-performance concrete (UHPC)-based connections is superior to that of traditional grouted sleeve connections. The impact-induced displacement of a grouted sleeve connection is very sensitive to the amount of impact energy. Detailed finite element (FE) models were further developed to examine the dynamic shear strength of precast connections. Good agreements are observed between the numerical results and experimental data, demonstrating the rationality of the developed FE modeling method. It was found that the dynamic shear strengths of grouted sleeve connections are more sensitive to axial load levels and concrete strength grades than rebar ratios. Based on extensive simulation results obtained from the validated modeling method, the analytical formulas were proposed to predict the dynamic increase factor (DIF) and shear strength of precast connections. The analytical results predicted by the proposed formulas agree well with the FE results, demonstrating the applicability of the proposed formulas.

Study on the ride comfort of a high-speed sleeper train

The difference in vibration characteristics between passengers and sleepers on high-speed sleeper train ride comfort was rarely studied. This work proposed a 3D rigid-flexible passenger-sleeper-vehicle-track coupling model. The multi-rigid body dynamic method models the supine passengers and sleepers. The detailed car body FE (finite element) model, which contains the train's suspension equipment, is established. Based on the coupling model, the ride comfort index, calculated based on different standards, is analyzed. The difference in the ride comfort index, evaluated using the acceleration at the sleeper and passenger, is compared. Also, the impact of the car body flexibility and the passenger-sleeper model parameters on the ride comfort of a supine human is studied. Then, the ride comfort of the high-speed sleeper train is analyzed when the train is subject to track irregularities excitation, and aerodynamic force (meeting). The results show that using the acceleration of the sleeper can overestimate the ride comfort of the high-speed sleeper train. The head-, and pelvis-sleeper contact parameters are crucial for high-speed sleeper train ride comfort. The ride comfort of the high-speed sleeper trains decreases sharply when trains meeting and passing the special track section.

Fatigue assessment for tower bolts of floating offshore wind turbine considering preload loss due to ambient temperature creep

A framework for fatigue assessment for tower bolts of floating offshore wind turbine (FOWT) taking into account the impact of preload loss due to ambient temperature creep and plastic deformation is proposed. The ambient temperature creep of high strength steel is modeled in terms of Norton's theory. The residual preload of tower bolt is predicted by a detailed finite element (FE) model of the threaded bolt connection. Subsequently, the residual preload is applied to the FE model of the entire tower segment to achieve the stress range of the bolts. Fatigue life prediction is finally conducted using the Palmgren-Miner's (PM) rule based on S-N curves, with corrections by effects of mean stress and bolt sizes. A fatigue assessment for tower bolts of a 5 MW FOWT is then performed to demonstrate the capability of the proposed framework. Moreover, impact of initial preload, thread friction coefficients and flange gap on preload loss and fatigue life of tower bolts are discussed.

Energy-based damage assessment method for masonry walls under seismic and fire loads

The evaluation of the out-of-plane (OOP) behavior for infilled walls is a critical aspect of regional seismic and fire resilience assessment. This study presents a detailed finite element (FE) model that comprehensively captures the seismic and fire behaviors of masonry walls. The FE model incorporates key factors governing the thermo-mechanical behavior of masonry walls, including temperature-dependent material properties, nonlinearities in geometry and material, block cracking and crushing, and mortar damage. Then, an energy-based damage criterion is proposed based on the principle of energy conservation, leveraging the combined mixed fracture energy and internal energy of elements. In addition, this study defines the damage levels of masonry walls under OOP loading and fire and determines corresponding damage indices using the proposed energy-based damage criterion. This criterion is further compared with a stiffness-based damage criterion. Finally, the proposed damage assessment method is employed to evaluate the damage evolution of infilled walls under seismic, fire and post-earthquake fire scenarios, and to conduct a fragility analysis. The results demonstrate a high degree of agreement between the predicted and measured damage states of masonry walls under seismic and fire loads. More severe seismic damage does not always result in diminished fire resilience. Evaluating post-earthquake fire damage requires considering the impact of displacement directions caused by earthquakes and fires.

Initial monitoring of a six-story lightweight timber frame building under different environmental conditions

AbstractThis study presents a comprehensive investigation of the dynamic behavior of a six-story lightweight timber frame building through periodic and continuous ambient vibration tests. Seasonal changes in temperature and relative humidity can influence the dynamic response of timber buildings, by affecting stiffness, strength, and connection properties due to changes in moisture content. Systematic tests were performed from October 2022 until May 2024 to identify natural frequencies, damping ratios, and mode shapes of the building using five battery-driven data acquisition units equipped with 15 uni-axial accelerometers. Two different only-output frequency and time domain Operational Modal Analysis (OMA) methods were used to evaluate the dynamic properties of the building. Additionally, the building has been continuously monitored with temperature and humidity sensors since its construction. Results obtained from the periodic measurements highlighted the need for a permanent system to capture the transient changes in the modal parameters. A complementary permanent system to record the accelerations at the roof level was installed in May 2024. The modal parameters from in situ measurements were compared with those obtained from the Finite Element (FE) model of the structure. The FE model, calibrated through a multi-stage approach, incorporating non-structural elements, and varying imposed loads, showed good agreement with experimental data. Comparative analysis of the results obtained under different temperature and humidity conditions showed the effect of the environmental conditions on the building dynamics properties, for both periodic and permanent measurements. This study highlights the importance of continuous monitoring and detailed FE modeling in understanding the dynamic properties and long-term structural behavior under varying conditions. This information can be used to ensure that the building meets safety and performance requirements and to identify potential issues that may need to be addressed during the design and maintenance phases.

Numerical Analysis and Safety Assessment of the Former Site of Shanghai South Downtown Library Reinforced by U-Steel During Integral Translation

ABSTRACT The utilization of overall translation techniques in buildings offers numerous advantages, including cost-effectiveness, shortened construction timelines, and environmental sustainability. These techniques are increasingly being employed for the conservation and renovation of existing historic structures. Taking the former site project of the South Downtown Library in Shanghai, which requires the overall translation due to the requirements of urban renewal, as an example, a systematic detection and identification of the damage and safety states of the overall structure were conducted. The damaged condition and overall structural safety were evaluated, and the corresponding reinforcement and repair suggestions were proposed. The former site of the library, a brick-timber mixed structure, was reinforced using U-steel through internal support and external pulling. The structure was also lifted and translated using the overall translation technique. The displacement responses of the key parts of the structure were monitored using the displacement sensors during the translation. The detailed finite element model of the former site of the Shanghai south downtown library, strengthened by U-steel, was established using the ABAQUS. The displacement responses of the structure’s key components during the jacking and translation were analyzed, and compared with the actual monitoring results. Good agreements were observed between the model predictions and test results. Utilizing the validated finite element model, parametric analyses were carried out. The effects of the rate of jacking and translation as well as the ground flatness on the displacement responses of a structure were analyzed, the mechanical and safety states of the structure reinforced with U-steel were further evaluated. This study can provide a reference for the overall translation technique and safety assessment of similar historic buildings in the urban renewal processes.

Analysis of Factors Affecting the Seismic Performance of Widened Flange Connections in Mid-Flange H-Beams and Box Columns

Following the Northridge and Kobe earthquakes, research has increasingly focused on achieving high ductility in beam-to-column connections. This study investigates the seismic performance of connections featuring widened beam-end flanges in mid-flange H-beams and box columns, an area with limited prior research compared to I-section columns and narrow-flange H-beams. Detailed finite element modeling using ABAQUS 6.1.4 demonstrates that widened beam-end flanges significantly improve bending capacity and ductility by relocating the plastic hinge away from the connection, thereby enhancing seismic resilience. Key findings include the identification of optimal design parameters: flange length ranging from 0.55 to 0.75 times the beam flange width, beam flange cutting length between 0.36 and 0.39 times the beam depth, and flange cutting depth from 0.19 to 0.23 times the beam flange width. These parameters ensure effective plastic hinge development and improved structural performance. This study introduces a novel approach that emphasizes geometric optimization over material-based enhancements, offering a cost-effective and practical solution for improving seismic performance and extending previous research insights.

Hybrid-self-centring damper for industrial structure: Development and experimental validation

The seismic resilience of industrial structures has become an increasingly important issue considering the significant role played by industrial structures in social operation and post-earthquake rescue. This study presented a hybrid-self-centring damper (HSCD) incorporating the variable friction device (VFD) and tapered strip device (TSD) for tunable hysteretic behaviour to improve the seismic resilience of industrial structures. The notion of the proposed HSCD was first illustrated, followed by an experimental study on eight test specimens to understand the behaviour of the proposed damper. The test results confirmed that the proposed HSCD exhibited the expected energy dissipation sequence with excellent self-centring ability. The energy dissipation sequence of the proposed HSCD can be achieved by successive inelasticity consisting of the VFD and TSD, and the hysteretic behaviour can be flexibly adjusted by modulating the essential parameters. Detailed finite element models validated by the experimental results were developed to take insights into the behaviour of the proposed damper. To facilitate the design in the seismic application of the proposed HSCD, the hysteretic model and nonlinear-spring-based simplified model verified by test results were developed to quantify the hysteretic behaviour of the proposed damper.

Fatigue performance of innovative open-rib orthotropic steel deck for super-long suspension bridge

This paper presents experimental and numerical studies on the fatigue performance of an innovative orthotropic steel deck (OSD) with open-ribs, apple-shaped cut-outs, and additional transverse ribs, which is employed by the Zhangjinggao Yangtze River Bridge. This bridge is set to become the world's longest suspension bridge upon completion. A full-scale section of the OSD was fabricated and subjected to fatigue loading with a total cycle of 12.3 million times. The interested cracking-prone fatigue details include rib-to-deck and rib-to-crossbeam welded joints, along with the apple-shaped cut-outs of the crossbeam. Experimental results indicated that fatigue cracks initiated separately beneath the deck plate, on the flange of the rib, and at the rib-to-crossbeam welded joint, with equivalent stress amplitudes of 159 MPa, 148 MPa, and 99 MPa at 2 million cycles, respectively. In addition, detailed finite element model of the OSD was developed using ABAQUS and validated against the experimental results. The effects of the geometry dimensions and structural details of the bridge deck, longitudinal ribs, crossbeams and transverse ribs that influence the fatigue performance of this OSD were analyzed and discussed. Parametric analyses revealed that increasing the thickness of the deck plate, the thickness or the height of the longitudinal rib, and the number of transverse ribs can effectively reduce the stress amplitudes at corresponding fatigue details, which therefore improves their fatigue performance. This study provides useful references for the fatigue evaluation and design of OSDs with open-ribs and apple-shaped cut-outs.

Identification of hanger damage based on deflection influence matrix

Tied-arch bridges, a vital component of modern infrastructure, are susceptible to various forms of damage, particularly hangers. The detection and identification of such damages are crucial for maintaining structural integrity and safety. However, traditional methods face challenges in terms of accuracy and efficiency. This study aims to develop a refined method for hanger damage identification in tied-arch bridges, to address the limitations of existing techniques. By focusing on deflection changes at the anchoring points between the hangers and tie beams, we sought to enhance the precision of damage detection. We propose an innovative approach based on the concept of influence lines, introducing the ‘generalized deflection difference influence line'and the ‘deflection difference influence matrix’. Then proposed a new identification index for identifying the damaged hanger after matrix. An actual tied-arch bridge was used to validate the proposed approach. A detailed three-dimensional finite element model of the bridge was developed and calibrated using dynamic and static response data. Thirty different hanger-damage conditions were simulated to evaluate the effectiveness of the proposed method. Our findings reveal that the deflection difference influence matrix offers more detailed and comprehensive information on bridge distribution points than traditional methods. Our method proved effective in identifying hanger damage, irrespective of its location on the bridge. In additionally, the identification efficiency of the method can be improved by adjusting the magnitude of the applied load, with larger loads amplifying the detectability of damage. This study highlights the potential of the deflection difference influence matrix to revolutionize hanger damage identification for tied-arch bridges. Its adaptability, accuracy, and efficiency are significant advancements over existing methods. This study successfully demonstrates an innovative and reliable method for hanger damage identification.

Assessing compressive mechanical behavior of woven fabric green textile composite using finite element method

AbstractThe research aims to forecast the mechanical performance of a hybrid woven fabric natural composite subjected to compression, utilizing the three‐dimensional finite element method. A detailed finite element model of a plain woven fabric unit cell is created and analyzed for different materials like flax, basalt, and jute, and combinations of these materials (inter‐yarn hybrid basalt‐flax, jute‐flax and basalt‐jute fabrics). It is observed that fabric‘s response to compression is mainly influenced by the transverse longitudinal shear behaviour and the stiffness of the yarn cross‐section. Compression of single‐layer woven fabric involves yarn bending and compaction, resulting in varying fiber volume fractions in different areas due to compaction. The basalt‐jute hybrid plain woven fabric outperformed other plant‐based fiber fabrics with a polypropylene matrix in terms of mechanical performance under compression. Increase in yarn spacing and fabric thickness resulted in higher strain energy and displacement, attributed to changes in fiber volume fraction and crimp angle. Whereas, increasing yarn width led to a stiffer fabric due to increased contact area at the crossover region and higher bending rigidity, resulting in decreased strain energy and displacement. Importantly, this developed model can effectively simulate textile fabrics with diverse weaving patterns, material properties, and loading conditions.

Numerical simulation of fabric cold pad-batch winding and quality assessment of fabric in roll

Proper fabric winding quality is crucial for achieving desired finishing effects in cold pad-batch dyeing. In this work, a detailed 3D finite element model and assessment criteria were established to analyze the influences of winding pattern, pick-up, and tension function on fabric winding quality, revealed the complex relationship between winding process and fabric roll shape. Material viscoelasticity’s time-dependent effects on stress distribution were considered. Results show that employing a following roller effectively suppresses tangential creases and axial streaks but increases seam imprints and reduces fabric roundness. Increasing pick-up improves winding quality by reducing creases, streaks, and compression deformations. However, it also elevates internal radial stress, hindering control over seam imprints. Winding with variable tension, conicity coefficient α and power index i have significant impacts on coiling quality. In addition, increasing α or decreasing i effectively enhances winding quality, with the power function performing better in tension adjustment and overall winding quality.

Design and crashworthiness evaluation of corrugated honeycomb with multi-directional energy absorption capacity

In this study, three novel multi-directional energy-absorbing honeycombs were designed to meet the requirements in the crash of uncertain directions, which are named as bow-shaped honeycomb (BSHC), staggered honeycomb (SGHC) and corrugated honeycomb (CGHC). These innovative designs can significantly narrow the huge gap of the energy absorption capacity between the in-plane and out-of-plane directions of traditional honeycombs. Compression tests were conducted in three orthogonal directions. The BSHC is found to have the smallest densification strain but the highest plateau stress in each direction. The SGHC can only balance the energy absorption between out-of-plane and in-plane-x directions. The CGHC demonstrates a better densification strain and the highest multi-directional energy absorption coefficient. The detailed and equivalent finite element models of CGHC were further established and validated, and both exhibited high accuracy. Finally, a honeycomb anti-climber, with only about half length of the traditional guided honeycomb anti-climber, was designed and equipped with metro vehicles. Simulations were conducted under eccentric collision scenario. The results demonstrated that the CGHC anti-climber was capable of orderly deformation in the axial direction (out-of-plane direction) while effectively resisting the vertical (in-plane-y direction) force during collision. The energy absorption capacity of CGHC anti-climber was significantly enhanced as compared to the HEHC anti-climber under eccentric collision scenario.

Behavior of the damage-tolerant beam-column connection for earthquake-resilient steel frame: Experimental and numerical study

Achievement of damage concentration is key to realizing structural resilience. In this study, a replaceable damage-tolerant beam-column connection is developed and the mechanical behavior was studied through experimental study. Results demonstrated that the proposed connection achieved damage concentration within the connecting region, and the failure mode and hysteresis behavior obtained by finite element modeling matched well with the test results. Then subsequent numerical study based on the validated detailed finite element model was carried out to investigate the influence of the width and thickness of the sliding plate, the length of slotted holes, the slip coefficient and the bolt load on the seismic behavior. The parametric study results demonstrated that the length of slotted holes significantly influenced the load-deformation characteristics while the width and thickness of sliding plates affected the bearing capacity once the bearing behavior occurred. A longer slotted hole could improve the ductility and energy dissipation capacity since it delayed the local buckling behavior of the flange segment. The bending moment was enhanced with the activation of bearing action and it was mainly affected by the width of the sliding plate. The increase of the friction coefficient and bolt pretension was beneficial to the energy dissipation behavior, while it did not influence the bearing behavior a lot.

Experimental and numerical investigation on seismic performance of SFRC shear walls with CFRP bars

In order to investigate the seismic performance of steel fiber reinforced concrete (SFRC) shear walls with CFRP bars, quasi-static tests were conducted on six full-scale shear walls with a shear span ratio of 2.0, including one steel bars reinforced ordinary concrete (RC) shear wall, one CFRP bars reinforced ordinary concrete (CRC) shear wall and four CFRP bars reinforced SFRC (CSFRC) shear walls. The variables included steel fiber volume fraction (SFVF), axial load ratio and concrete strength grade. The experimental results showed increasing the SFVF could significantly decrease the concrete damage level and improve repairability. Meanwhile, the bearing capacity, ductility, and energy dissipation capacity all improved, and the stiffness degradation slowed. Compared to RC shear wall, the peak load of the CSFRC shear wall with SFVFs of 0 %, 0.75 % and 1.5 % increased by 16.36 %, 30.06 % and 46.01 %, respectively. The residual drift ratio decreased by 54.75 %, 61.61 %, and 52.98 % at 2.2 % drift ratio, respectively. Compared to CRC shear wall, the cumulative energy dissipation of the CSFRC shear wall with SFVFs of 0.75 % and 1.5 % increased by 39.54 % and 94.10 %; and the ductility increased by 5.12 % and 18.06 %, respectively. These improvements indicated that applying SFRC with SFVFs of 0.75 % and 1.5 % to shear walls reinforced with CFRP bars could effectively improve the seismic performance and compensate for the shortcomings of resilient shear walls. In addition, increasing the axial load ratio improved the bearing capacity, but decreased deformation capacity and accelerated stiffness degradation. An increase in concrete strength significantly improved the bearing capacity, stiffness and energy dissipation but reduced ductility. Meanwhile, the stability of lateral loads at large drift ratios weakened. Additionally, a detailed finite element model (FEM) was established using DIANA and the accuracy was verified by comparing the simulation and experimental results. Subsequently, parametric analyses were carried out to study the effects of shear span ratio, CFRP bar ratio, and wall thickness on the seismic behaviour of CSFRC shear walls.

Impedance modeling of low-voltage cables considering capacitances and parameter uncertainty using finite-element method

Recent research presented methods to improve the calculation of low voltage cable parameters by using finite-element models due to increasing focus on power quality issues in distribution grids. However, the focus was mostly on series parameters and nominal frequency. In this paper the calculation of cable capacitances as well as their impact on harmonic impedance of a single cable and in a rural low voltage grid is discussed using detailed finite-element models. Moreover, the accuracy of geometric simplification was quantified. The results are used to compare and optimize existing analytical equations. Furthermore, sources of uncertainty in cable modeling were identified and their range of impact on impedance was subsequently studied to give recommendations regarding necessary study cases for a robust assessment of grid impedance.

Predicting the load-bearing capacity of lipped channel section cold formed steel profiles under combined effects using machine learning

The application areas of cold formed steel (CFS) profiles are progressively expanding. Due to the thin cross-sections of these profiles, buckling problem occurs. Experimental and numerical studies to investigate this behavior are very difficult and time consuming. Therefore, this study aims to predict the load bearing capacity of CFS profiles with different slenderness under combined effects using advanced machine learning (ML) models. In this scope, a detailed finite element model including material nonlinearity and geometrical imperfections was created and 2240 finite element analyses (FEAs) were performed using the model validated by experimental studies. A comprehensive data set consisting of 2240 data points and 9 different features was created from the FEAs. Then, five ML models such as support vector regressor (SVR), random forest (RF), multilayer perceptron (MLP), gradient boosting regressor (GBR) and extreme gradient boosting (XGB) were applied to the dataset to predict the load bearing capacity of CFS profiles. In order to obtain effective results during the implementation phase, cross-validation and hyperparameter fine-tuning were performed to obtain optimum parameters. At the conclusion of the study, all five ML models were considered to be highly effective in predicting the load bearing capacity of CFS profiles. MLP model made better predictions compared to the other four models. In the load bearing capacity prediction, the accuracy of the MLP model is ± 4.26 kN, which is less than 4 % of the average load bearing capacity. It was also found that flange length and section thickness have more effect on the load bearing capacity compared to other properties.

Finite element analysis part 2 of 2: Glenohumeral bone stress distribution depends on implant configuration for anatomic and reverse stemless shoulder implants

AbstractPurposeOur purpose was to quantify stresses in the bone surrounding stemless implants in various configurations.MethodsA detailed finite element model of the glenohumeral joint was used to simulate abduction kinematics before and after arthroplasty and to measure bone stresses around the implants. Two digital patients were simulated: one healthy and one with supraspinatus muscle impairment (deficiency). Two anatomic total shoulder arthroplasty (TSA) configurations were placed in a 135° cutting plane. Two reverse shoulder arthroplasty (RSA) configurations with cutting angles of 135° and 145° were simulated with asymmetrical and symmetrical polyethylene cups, respectively, to obtain humeral neck‐shaft angles of 145°.ResultsCompared with preoperative models, TSA preserved and RSA restored abduction kinematics. The bone mechanical stresses were located mainly around the central stud of the TSA and were more peripheral to the RSA humeral components. The RSA configuration with the 145° cutting angle and symmetrical cup generated the lowest maximal bone stress and bone volume involvement. Stresses in the scapular cortical bone were highest in the supraspinatus fossa for TSA and the crest of the acromion for RSA.ConclusionEarly stability and glenohumeral bone stress change with implant configuration and should not be extrapolated from anatomic clinical data to reverse configurations.Level of EvidenceDiagnostic tests or criteria; Level IV.