Bending Failure Mode Research Articles

Study on Failure Performance of the Thin-Walled Steel-Reinforced Concrete Pier under Low Cyclic Loading

Recently, the light-type pier can be easily observed in urban elevated roads and bridge structures. This type of pier is broadly used in the field of structural engineering. The Thin-Walled Steel-Reinforced Concrete Pier (TSRCP), as the typical pier of the light-type piers, shows a better mechanical performance than the conventional reinforced concrete pier due to the enhancement of the H-shape steel. In terms of the TSRCP, the designed parameters, including the depth–width ratio (DWR) and axial compression ratio (ACR), have been determined in this study as the concerned variables. Then, a low cyclic loading experiment is conducted based on the three test specimens to investigate the effects of the concerned variables on the failure of the specimens. Meanwhile, some comparative studies are carried out based on the failure processes and modes, critical loading values (cracking, yielding and ultimate state), strain and ductility. The obtained experimental results demonstrate that all specimens illustrate a bending failure mode under the vertical and horizontal low cyclic loadings. Furthermore, for the concerned variables, the increasing DWR will reduce the ultimate bearing capacity of the TSRCP but enhance the plastic deformation. For the ACR, the decrease positively affects the cracking load, further improving the ultimate bearing capacity; however, the deformation capacity will be restrained. Finally, Abaqus is adopted to model the failure processes of three specimens; the comparative study has been conducted based on the simulated and experimental results. After that, the effects of the concerned variables on the failure performances are discussed. Meanwhile, the horizontal ultimate bearing capacity calculated equation for the TSRCP was deduced and validated based on the experimental and simulated data; the verification proves that the proposed equation can obtain a good result. In this study, the complex calculated process of the original equation can be simplified, which not only provides a convenient and useful way to design and manufacture this type of component but can serve as a guideline for validating the practical engineering applications.

Experimental study of the influence of the shear strength of panel zones on the mechanical properties of steel frame structures

The seismic behavior of the steel frame joints can directly affect the response of the structure under earthquake excitation. Steel frame structure systems with a scale ratio of 1:2 were tested under a constant axial force and a low-cycle horizontal reciprocating load. A parametric study was conducted to assess the interaction between the shear capacity of panel zones and the mechanical properties of the steel frame. As a result, although weakening the shear resistance of the panel zones also weakens the strength of the steel frame, the structure has better ductility and energy dissipation capacity. Therefore, a reasonable design of the panel zones is more conducive to improving the seismic performance of the structure. With the decrease in the aspect ratio of the panel zones, though the ultimate bearing capacity of the structure decreases and unfavorable column bending failure mode is observed, the ductility of the panel zones and the energy dissipation increase; reducing the thickness of the panel zones has little influence on ultimate bearing capacity of the frame, however, as the ductility increases, the energy dissipation capacity also increases. The experimental and numerical results for the skeleton curve, stiffness, yield load-bearing capacity, ultimate load-bearing capacity, and stress distribution are similar. The mechanisms of generation of plastic hinges and the final failure mode of steel frame are studied using finite element analysis methods.

Experimental Research on Flexural Mechanical Properties of Ultrahigh Strength Concrete Filled Steel Tubes

Based on the project of the Guansheng Qujiang Bridge, the flexural mechanical properties of an ultrahigh strength concrete filled steel tube (UHSCFST) were discussed. A total of six UHSCFST beam specimens were tested, and the cube strength (fcu) of the core concrete reached 80.3–115.2 MPa. The effects of concrete strength on flexural bearing capacity, deformation characteristics, and failure modes of UHSCFST specimens were discussed. Test results showed that the bending failure modes of UHSCFST specimens were the same as those of ordinary ones. The failure of UHSCFST specimens was attributed to excessive deflection, and local buckling occurred in the compression zone. Moreover, the bending capacity of the specimens did not decrease, even if they had yielded. Although ultrahigh strength concrete was poured, all of the specimens displayed outstanding bending ductility. The main function of core concrete was to provide radial restraint for the steel tube to avoid premature buckling. When the steel content of the specimen section was constant, the strength increases of core concrete had a slight impact on the bending failure mode, bearing capacity and ductility of UHSCFST specimen. The research results can deepen the understanding of the mechanical behaviors of the UHSCFST composite truss structure.

Does the Length of Mini Dental Implants Affect Their Resistance to Failure by Overloading?

Objective: We aimed to evaluate the failure resistance of different lengths of mini dental implants from the same manufacturer, and to assess their failure following overloading. Materials and Methods: According to the ISO 14801, 15 mini dental implants 2.4 mm in diameter, with lengths of 8.5 mm, 10 mm, or 13 mm, were subjected to compression loading until failure using a universal testing machine. The mean load-to-failure values for each length of the mini dental implants were calculated and analysed using SPSS®, via one-way ANOVA (p < 0.05). Results: The mean load to failure for mini dental implants was 329 N (SD 6.23), 326 N (SD 5.95), and 325 N (SD 6.99) for the 13 mm, 10 mm, and 8.5 mm implants, respectively. A comparison of means showed no significant difference between the groups (p = 0.70). The tested mini dental implants exhibited bending failure modes below the first thread. Conclusion: Under high compressive loading testing, there was no effect of the length on the failure of the mini dental implants following overloading. Moreover, all tested mini dental implants with different lengths showed the same failure mode and distortion location.

Explicit double-phase-field formulation and implementation for bending behavior of UHPC-NC composite beams

The Phase-field model emerges as a promising method since it can automatically capture the initiation, propagation, coalescence, and branching of cracks without any tracking algorithms. Despite its success in simulating brittle and quasi-brittle cracks, tensile (mode I) and shear (mode II) fractures cannot be distinguished effectively. Moreover, the phase-field model is rarely applied to specimens at the structural level (i.e., reinforced concrete beams), due to the demanding computational cost. To address these shortfalls, two sets of phase-field variables are formulated to describe the tensile and shear fractures of concrete, respectively, through crack-direction-based decomposition of strain energy density into tensile, shear and compressive parts. Computational burdens are greatly alleviated by implementing the model with an explicit finite element solver (Abaqus/Explicit), allowing for massive parallel computing. The sensitivity analysis is performed to investigate the effects of critical parameters with a 1D numerical tensile bar. The double-phase-field model is applied to study the bending behavior of composite beams consisting of normal-strength concrete (NC) overlayer and ultra-high performance concrete (UHPC) substrate. To this end, five UHPC-NC beams, with various thickness ratios of UHPC and NC layers, were prepared and loaded to failure. District bending strengths, cracking patterns, deformation characteristics and failure modes of the four beams were revealed and discussed. It shows that the proposed model is necessary to accurately capture the bending behavior of UHPC-NC composite beams. This model is also applied to discuss the effects of critical parameters on the bending behaviors of UHPC-NC composite beams. To benefit potential users, detailed explanations regarding the data structures of input files and user subroutines (VUEL, VUMAT, VUSDFLD in Abaqus/Explicit) are given and released on GitHub repository.

Influence of inclusion defects on bending properties and failure modes of composites

A comparison test was carried out between the simulated inclusion sample and the normal sample, and the test section was subjected to pure bending loading by three-point bending loading method. The influence of different inclusion positions on the bending mechanical properties of the composite was analyzed. The fracture surface of the specimen was observed macroscopically and by scanning electron microscopy, and the load transfer and failure mechanism of the specimen were studied from macroscopically and microscopically. The results show that the distance of the simulated inclusions and the position of loading surface have great influence on the bending properties of the composites. When the simulated inclusion is far from the loading surface, delamination cracking does not occur in the simulated inclusion area, and the bending property of the simulated inclusion sample is improved rather than decreased, that is, the presence of inclusion does not necessarily reduce the bending property of the composite.

Experimental research on seismic performance of steel fiber-reinforced recycled concrete-filled circular steel tube columns

To study the seismic performance of steel fiber-reinforced recycled concrete-filled steel tube (SRACFST) columns, 14 circular specimens with different replacement rates (Rp) of recycled coarse aggregate (RCA), volume fractions (Vf) of steel fiber, axial compression ratios (n), steel tube thickness (t), and concrete strengths were tested to failure under constant axial and lateral cyclic loads. All the specimens exhibited a similar typical compression bending failure mode. Subsequently, the effect of different parameters on the various seismic characteristics in terms of the lateral load-displacement (P−Δ) hysteresis curve, skeleton curve, ductility, stiffness degradation, strength degradation and energy dissipation were obtained and studied comprehensively. The results indicated that the addition of steel fiber to core concrete can effectively compensate for the marginal negative influence of the defects of recycled aggregate concrete (RAC). Furthermore, the lateral bearing capacity, ductility, and energy dissipation capacity were improved as the steel fiber fraction increased. An increase in the thickness of the steel tube resulted in a remarkable improvement in the overall seismic behaviour. However, a higher axial compression ratio resulted in inferior seismic performance, particularly in terms of the deformation capacity and ductility. The bearing capacity and energy dissipation improved as the concrete strength increased. However, the ductility, stiffness stability, and strength stability weakened. The equivalent viscous damping index corresponding near failure attained 0.281–0.414, and the ductility was higher than 3.0. This demonstrated that the SRACFST columns could be used in load-bearing structures in seismic regions. The Code AIJ-2001 was recommended to calculate the compression bending bearing capacity of SRACFST columns under cyclic seismic loading, with an expansion index of 1.15 for calculation accuracy. Further, the fiber modelling (FM) method was established to predict the skeleton curves. The calculated results matched the experimental results well, and this indicated the relevance of this method for further elastoplastic analysis of SRACFST columns during earthquakes.

Effect of Steel and Prestressed GFRP Bars on Bending and Shearing Failure Modes in Reinforced Beams

In recent years, there has been significant progress in using FRP materials as masonry in civil engineering. In this regard, researchers have investigated the behavior of reinforced beams with FRP and steel bars. One way to enhance these sections is to prestress FRP bars to increase sections' bending and shearing strength. Reinforcing with a hybrid bar is a new method in which GFRP and steel bars are combined. In this research, the type of GFRP bars is first determined, and then samples are prestressed. Samples are modeled using LS-DYNA software. Bending and shearing failure modes of reinforced beams with FRP, GFRP, steel, and hybrid bars are analyzed, and finally, load-displacement behavior and crack width are compared. By studying the beam's bending and shearing behavior and failure modes, we found out that using hybrid bars decreases the number of cracks Wider than 0.35 mm in the same displacement and greater loading capacity. By comparing load-displacement diagrams of samples, we conclude that the sample reinforced with hybrid bars has the best function. We can benefit from the anti-corrosion property of GFRP bars by arranging the reinforcements properly. The loading capacity of the sample can be increased by about 65% by prestressing them. Consequently, the displacement of samples decreased.

Flexural property evaluation of web reinforced GFRP-PET foam sandwich panel: Experimental study and numerical simulation

This work focus on the flexural property of polyethylene terephthalate (PET) foam-filled lattice composite sandwich panels subjected to four-point bending (FPB). The effects of different face sheet and core thicknesses on the flexural properties of the sandwich panels were analyzed. Experimental results indicated that the glass fiber-reinforced polymer (GFRP) webs can effectively prevent the sandwiches from catastrophic failure , the failure modes of the structures are dominated by foam shear, top face sheet compressive, and top face sheet-core debonding. Increasing the face sheet and PET foam thickness can effectively improve the ultimate load of the panels by 88.9% and 115.6%, respectively. An analytical model was employed to accurately predict the bending stiffness , ultimate load, and failure modes of the structures. The errors between theoretical predicted and experimental results are within 10% in terms of bending stiffness and ultimate load. Furthermore, a 3D numerical model was built to understand the failure modes and responses of the structures, a continuum damage material model for PET foam was imported into ABAQUS software by VUMAT subroutine, and Hashin failure criterion was used for GFRP. The simulated failure modes and load-displacement curves were in good agreement with experimental results.

Tensile Mechanical Properties of Nanowoven Composites Based on Homogenization Theory

The nanocomposite is a multiphase material composed of two or more component materials with different properties and different forms through composite means. New material properties. The stress distribution of nano-braided composites in bending is much more complicated than in tension. Like the tensile condition, the braid angle is still the main factor affecting the bending failure mode. In order to study the tensile strength of nano-braided composites from a microscopic perspective, the nonlinear damage analysis under multiple tensile load steps is carried out in this paper. The damage analysis results show that the microscopic damage modes of different braided angle composites differ. Based on this, this paper determines the transformation of the failure mechanism to characterize the braided composites. An important parameter—critical braiding angle, established different tensile strength failure criteria for small braided angle composites and large braided angle composites and numerically predicted the tensile strength of nano braided composites based on these criteria. The value of each stress component increases with the increase of the braiding angle, and the ratio is about 1:1.25. The strength prediction results are in good agreement with the experimental results.

Experimental Investigation on the Structural Performance of Mass Timber Panel-Concrete Composite Floors with Notched Connections

Mass timber panel (MTP)-concrete composite floors are gaining increasing interest from builders and designers due to their optimized structural performance, light self-weight, and aesthetically exposed wood ceilings. Among various connecting techniques between timber and concrete, notched connections made by cutting grooves on timber and filling them with concrete are considered as one of the most structurally efficient and cost-saving connecting solutions. Numerous ways of making and reinforcing the notched connections, however, hinder the standardization and development of the design guidelines for this type of connection, which reduces the competitiveness of MTP-concrete composite floors. In this study, experiments were carried out to investigate the performance of MTP-concrete composite floors with different connection designs. Nine composite floor specimens with varying span, connection number, notch depth, concrete thickness, and loading direction were designed and tested under bending. The bending stiffness, load-carrying capacity, ductility, and failure mode of tested specimens were studied and discussed. Test results show that the connection number, notch depth, and concrete thickness affect the bending stiffness and strength of the floor positively, an increase in floor span impacts the floor performance negatively, whereas the effect of a limited number of self-tapping screws in the notch is negligible. The study also shows that MTP-concrete composite floors with high strength, high stiffness, and good ductility can be achieved through the optimized design of notched connections.

Carbonation Characteristics and Bearing Capacity Attenuation of Loaded RC Beam Coupled with Chloride Erosion

The durability of a concrete bridge structure is a systematic problem composed of material, structure, natural environment, and service environment. Various factors are coupled, which affect each other, and single‐factor research cannot fundamentally solve this problem. In this paper, the carbonation characteristics of RC beams with different loading states under the coupling action of carbonation and chloride erosion are studied. Through the experiment, the author tries to find the influence of stress state and chloride ion erosion on the carbonation of concrete and analyze the failure mode and the attenuation rules of the flexural and shearing capacity of the corroded RC beams under the coupling action. For this purpose, five groups of experiments under different working conditions were designed, including chloride ion erosion and carbonation experiments without external load of the cubic blocks, and chloride erosion and carbonation coupling experiments of RC beams under different stress states and stress levels. The carbonation rate of concrete can be reduced by 56%∼60% under the coupling action of chloride salt. Different loading states and stress levels have an obvious influence on carbonation and chloride ion corrosion, which further affects the corrosion rate of steel bars. Under a low corrosion rate, the bending and shear failure modes of the corroded beams are similar to those of the noncorroded beams, and the section strain distribution still approximately conforms to the plane section assumption. The relationship between the relative ultimate shear strength or the relative ultimate flexural strength and the average section‐corrosion rate of the reinforcement is approximately linear.

Investigation of Mechanical Properties of Twin Wire Arc Repair of Cast Iron Components.

Twin wire arc is a commonly used thermal spray technology for application of steel coatings to cast iron components. Hardness and adhesion strength are critical properties of such coatings, and significant research is available reporting these properties. However, the lamellar structure of the coatings and residual stresses induced during the coating process leads to significantly different behavior in bending applications than in purely tensile applications which are evaluated by the standard adhesion test. In addition, microstructural features that are controlled by certain process parameters during deposition of the coating can have a significant effect on these properties. This work relates the hardness, adhesion strength, and wear resistance to the coating microstructure and assesses the related bending strength and failure mode. Comparisons between bend tests and pull-off adhesion tests show significant differences to consider when designing a twin wire arc coating.

Seismic Behaviour of Hybrid Precast Shear Walls with Partially Connected Vertically Distributed Reinforcements

This paper presents a joint mode for a vertical grouting sleeve and a partially distributed reinforced composite connection. The seismic performance of four hybrids precast shear walls with a shear span ratio of 1.83, an axial compression ratio of 0.20, and partially connected vertically distributed rebar was studied by pseudo‐static tests. The connection ratios of the reinforced concrete with a vertical distribution were 100%, 67%, 50%, and 33% and were compared with cast‐in‐place shear walls. It was found that both the precast and cast‐in‐place specimens demonstrated bending and shear failure modes. Both ends of the mortar layer were cracked under compression, and steel connection failure occurred under the ultimate load. The load‐displacement hysteresis curve was bow‐shaped and relatively full; the yield load increased from 11.4 to 16.6, and the peak load increased from 4.2 to 6.8 compared with those of the cast‐in‐situ specimen. The strength degradation performance of the precast specimen was slightly weaker than that of the cast‐in‐place specimen. The ductility coefficient of the precast specimens was approximately 4, and the ultimate displacement angle was between 1/30 and 1/32, which was larger than the limit value of elastic‐plastic interlayer displacement of shear wall structures required by the code. The reduction in the number of vertically distributed rebar connections led to a decrease in the bearing capacity, stiffness, ductility, and energy dissipation, but the impact was very small.

Quasi-static test and simplified analysis method of a new type precast shear wall with unconnected vertical distributed reinforcements

To study the seismic performance of a new type of precast shear wall, four full-scale shear walls, including two cast-in-place specimens and two new types of precast specimens, were tested under low cyclic lateral loading conditions. The vertical distributed reinforcements of the new type of precast shear walls were unconnected to solve the fabrication problems caused by too many connection joints. The capacities, ductility and energy dissipation were studied during the test. In general, the new type of precast shear walls exhibited better seismic performance than the cast-in-place shear walls. During the test, vertical cracks between the cast-in-place boundary elements and the precast panel appeared in precast specimen P-2, which indicated that the failure mode was similar to the damage mechanism of an infilled wall frame. No vertical cracks appeared in precast specimen P-1 whose failure mode was a typical bending failure mode. Then, simplified analysis method based on the strut-and-tie method and the plastic hinge method were proposed for these two failure modes. Finally, finite element analysis was conducted to further evaluate the analysis methods. Good agreement was achieved which indicated the analysis method was rational and accurate.

Gear root bending strength: statistical treatment of Single Tooth Bending Fatigue tests results

Gear tooth failure due to tooth root bending fatigue is one of the most dangerous failure modes in gears. Therefore, the precise definition of gear bending fatigue strength is a key aspect. Furthermore, in order to calculate the service life of a gear component, an accurate estimation of the S‑N curve is required. This curve must properly account for the slope of the fatigue strength region, the slope of the region ahead the fatigue knee, as well as the position of the knee itself. Hence, in order obtain a curve at different reliability levels, a proper estimation of the dispersion associated with the experimental points is required. Usually, Single Tooth Bending Fatigue (STBF) tests are used to investigate the gear load carrying capacity with respect to the bending failure mode. Then, starting from the gear specimen test data, the S‑N curve that has to be used in the rating method has to be determined. Maximum Likelihood Estimation (MLE), a statistical tool capable of considering also interrupted tests (e.g. runouts) has been used to estimate, in the most reliable way, the S‑N curve from experimental points. Furthermore, if the STBF test is performed in a symmetrical configuration, i.e. two teeth loaded at the same time, also the survival of one of the two teeth represents an information that can be taken into account thanks to MLE.Moreover, additional effects must be considered to obtain the S‑N curve of a real component starting from STBF tests. In reality, the load history and the statistical behaviour are different, since in a meshing gear the strength is determined by its weakest tooth, while in a STBF test the failing tooth is predetermined. The latter effect is considered by means of the statistic of extremes, which enables the estimation of the strength of the weakest tooth and therefore of the gear. This paper describes in detail the proposed calculation method and explains its application to determine the S‑N curve in practical cases.

Seismic Performance of a New Type Steel-Concrete Composite Shear Wall

Using steel-concrete composite section is an efficient method for improving the behaviour of shear wall under seismic action. In consideration of the complex configuration of traditional composite shear wall and the time-consuming constructing process, based on the existing research, partially encased composite section was introduced into shear wall system. The partially encased composite shear wall (PECSW) is composed of a steel bone, some horizontal links and a group of concrete columns. The steel bone is a steel web, welded with vertical ribs and flanges in both side at certain interval. The horizontal links connect the flanges (or vertical ribs) and vertical ribs. Concrete is poured on both sides of steel web, between flanges (or vertical ribs) and vertical ribs, formulating several independent long concrete columns. The PECSW can be bulk prefabricated in the factory and transported to the site to install. Because of no vertical rebar in PECSWs, the PECSW structure, which consists of PECSWs and other precast concrete structural elements, can be assembled quickly. This paper reports an experimental study on the seismic behaviour of the PECSW under cyclic lateral loading. Two full-scale single-bay, single-story specimens were constructed. The bearing capacity, energy consumption, stiffness and other performance data had been discussed based on the results of experiment. To explore the possibility of simplifying configuration of PECSW, the web of one specimen was welded with stud shear connectors on both side while the web of another specimen wasn’t. The test results show that the PEC shear wall has a good seismic behaviour. Both specimens followed bending failure mode. The concrete columns offered the vertical bearing capacity as well as the flexural bearing capacity. The concrete and the horizontal links between flanges and ribs provided effective support against local buckling of the flanges, once broken occurred between the links and the flanges, the flanges buckled severely, and the bearing capacity of PECSW fell accordingly. The initial stiffness, yield drift, peak point bearing capacity, accumulated energy dissipation of the PECSW specimens with and without stud shear connectors was basically identical. Then, parametric studies were conducted through numerical simulation so that the contribution of links and the stud shear connectors can be evaluated. According to the research above, the concrete part in the PECSW can postpone local buckling of steel sheet. The horizontal links in the PECSW support interaction between steel and concrete, provide concrete anchorage to steel bone. In general, the PECSW has commendable seismic behaviours and deserve further study.

Finite Element Analysis of Overlapped Z-Purlins Restrained by Sheeting

Cold-formed steel Z-purlins with overlapping at the intermediate supports ensures the continuity of the bending moment. A continuous beam with two equal spans of 6 m is investigated under gravity loading using the finite element method. The numerical model includes the beneficial interaction between the Z-purlins and the trapezoidal sheeting. Finite element results show that the screw spacing and sheeting thickness has a limited influence on the resistance of the member. The effect of the overlapping length and detailing of the connection is studied through a parametric study. Six overlaps varying from 100mm to 1200mm (1.6% to 20% of one span) capture the change of the failure mode from the overlap edge to the support region of the purlin. The connection detailing is studied considering multiple bolt/screw patterns. The detailing and length of the overlap connection has a major influence on the moment distribution and consequently on the failure mode. The detailed finite element analysis shows that assuming the beam connection as continuous in 1D beam models lead to an unrealistic bending moment distribution and failure mode. Connecting the bottom flange using screws improves the overall load carrying capacity of the beam especially for short overlap lengths. The increase in resistance is attributed to the restraining effect on the free flange which fails due to distortional buckling.

Experimental research and finite element analysis on the seismic behavior of CFRP-strengthened severely seismic-damaged RC columns

This study describes a new strengthening technique that involves the combination of CFRP jackets, CFRP sheets and high- strength grouting material. Three different strengthening alternatives were employed to strengthen three severely damaged RC columns. Based on the experimental results, the failure mode, hysteresis curve, skeleton curve, ductility, energy dissipation ability, stiffness degradation and strength degradation of both the original and strengthened test specimens were compared and discussed. All three strengthened test specimens exhibited similar damaging processes, yielding of longitudinal reinforcement, cracks on CFRP jackets, rupture of CFRP sheets and collapse of high-strength grouting material were successively observed in the loading procedure. The results showed that the three strengthened seismic damaged concrete columns all presented a bending failure mode and met the “strong shear, weak bending” design attributes. Compared with the original columns, the ductility and energy dissipation capacity of the three strengthened test specimens were significantly improved, while the capacity and stiffness were not fully restored. Strengthened test specimen Z3-R, which was strengthened by the combination of CFRP jackets, CFRP sheets and high-strength grouting material, showed the best seismic performance among all three strengthened test specimens. A finite element model based on OpenSees was developed and validated by a comparison with experimental results. The effects of the axial compression ratio and thickness of CFRP sheets were also discussed through parametric studies.

Biomechanics of Osteoporotic Fracture Care: Advances in Locking Plate and Intramedullary Nail Technology.

Osteoporotic fractures are extremely common and will continue to increase. Methods of internal fixation must address challenges presented by architectural changes of weakened bone. The goals of surgery are to provide mechanically stable internal fixation with minimal biologic insult that provides rapid rehabilitation and early mobilization. Novel techniques and technology that reinforce preservation of periosteal blood supply and utilization of biomechanically stable constructs diminish failure rates. Advents in locking plate technology, intramedullary nail designs, bone augmentation, and multiple implant constructs maximize strength while mitigating axial, torsional, and bending failure modes to provide optimal patient outcomes.