Bearing Stiffness Research Articles

Quasi-static experimental study on reinforcing aerated concrete block walls through steel wire Rope-Polymer mortar surface layer cross-strip method

A total of five aerated concrete block walls were subjected to quasi-static experiments to explore the seismic performance of aerated concrete block walls reinforced through the steel wire rope-polymer mortar surface layer cross-strip method. The failure process, hysteresis loop, skeleton curve, stiffness, and ductility of different specimens were comparatively analyzed based on low cyclic loading tests. The results revealed that the cross strip on the steel wire rope-polymer mortar surface layer could enhance the shear bearing capacity and stiffness of aerated concrete block walls but failed to significantly improve their ductility and energy-dissipating capacity. Moreover, a calculation method for the shear bearing capacity of aerated concrete block walls reinforced using the cross strip on the steel wire rope-polymer mortar surface layer was proposed, which exhibited favorable prediction accuracy.

AN EFFECTIVE MODEL FOR CALCULATING THE NONLINEAR RIGIDITY OF BALL BEARINGS

An analysis of the features of the static calculation of the spindle assembly for stiffness, taking into account the stiffness of the supports, was carried out. It is noted that during the static analysis of spindle shafts, approximate reference values of the rigidity of supports - rolling bearings are usually used. which can give an error in estimating the stiffness of the support up to 50%. The paper presents an analysis of the modified Jones-Harris method for calculating the stiffness of bearings, which provides an increase in accuracy due to new constants in the dependencies for the radial stiffnesses of support and support-thrust ball bearings. The finite element models used instead of the Hertzian contact model in the modified Jones-Harris model in the contact problem "rolling element - bearing rings" more accurately reflect the geometry and stiffness of the bearing raceways, which allow obtaining more accurate constants for the nonlinear stiffness model of ball bearings. The advantage of the modified model is the possibility of automatic calculation of the technological gap in the bearing and the speed of rotation of the shaft. The calculation of the stiffness of SKF bearings showed greater accuracy, which is confirmed by comparison with the experiment. The results of the stiffness calculation obtained for a number of SKF bearings can be successfully used for practical stiffness calculations of radial and radial thrust ball bearings of other firms, the structural and technological characteristics of which correspond to the characteristics of the SKF bearings considered in the work.

Manufacturing and mechanical testing of curved sandwich beams with zero‐Poisson's ratio honeycomb cores

AbstractIn this research, free curling property of the over‐expanded honeycomb (OH) with zero Poisson's ratio was utilized to design and manufacture curved carbon fiber‐reinforced composite (CFRC) sandwich beams by hot compression molding technique and co‐curing process. Three‐point bending experiments were conducted to reveal the failure mechanism of these OH‐based curved sandwich beams with various curvatures. The results reveal that in this research no matter what the curvature is, the shearing fracture of the OH core controls the initial failure of the curved structure, which is followed by upper skin fracture, lower skin delamination and fracture. With the increase of curvature, the ultimate bearing capacity and flexural rigidity of the curved beams will increase. No debonding was observed in the experiments.Highlights Curved sandwich beams with zero‐Poisson's ratio honeycomb‐core was designed. Deformation process from arc, flattening to anti‐arc was revealed by testing. Strength of curved sandwich beams depends on shear strength of the honeycomb. Beams with smaller curvature have greater bearing capacity and stiffness.

Seismic behavior of self-restrained grid shear wall with diagonal CFRP-steel composite strips

This paper introduces an innovative structure for a self-restrained grid shear wall with diagonal CFRP-steel composite strips. Steel and CFRP strips are interwoven to enhance the structural integrity of the shear wall. Quasi-static tests are initially conducted on two shear wall specimens with and without diagonal CFRP-steel composite strips. Subsequently, a finite element model is established to represent the self-restrained grid shear wall with diagonal CFRP-steel composite strips. This model is helpful for exploring the influence of composite strips arrangement on the performance of shear walls. Furthermore, a prediction formula is developed to estimate the load-bearing capacity of the CFRP-steel composite strips grid shear wall. The test results show that the yield bearing capacity, ultimate bearing capacity, stiffness and energy dissipation capacity of the specimens increase by 46.6%, 58.2%, 43.6%, and 16.3% respectively after the replacement of composite strips. In addition, the results of finite element simulation indicate that the diagonal arrangement exhibits the highest efficiency in the use of CFRP materials among three reinforced structural forms-diagonal, spaced, and fully arranged composite strips. This arrangement is also the most economical and has the least adverse influence on the internal forces of the frame columns.

Flexural behavior of reinforced concrete beams strengthened using recycled industrial steel-wire mesh high-performance mortar

Industrial recycled steel wires extracted from waste tires can be combined with high-performance mortar by weaving them into a mesh to apply this type of strengthening method, which exhibits high tensile strength, high toughness, and excellent cracking resistance in building structures. This paper presents a flexural behavior study of reinforced concrete (RC) beams under different industrial recycled steel wire working conditions. We examined the resultant steel-wire mesh high-performance mortar, investigating the stiffness, ductility, and load carrying capacity of the experimental beams under different anchorage measures using different mesh types and sizes. The results showed that both the weaving of the recycled industrial steel wire into a mesh and the rebar-planting anchorage measures were effective in preventing the stripping of the strengthening layers, allowing the tensile performance of the recycled industrial steel wire to be fully utilized and the ultimate load capacity of the RC beams to be considerably increased. At the same time, the industrial recycled steel-wire mesh also played an important role in the inhibition of crack development, with the width of the cracks in the strengthening beams decreasing and an overall appearance of "fine and dense" character. As the volume of steel bars in industrial recycled steel-wire mesh increases, the ultimate bearing capacity and stiffness of the beam increased. To verify the strengthening effect of industrial recycled steel-wire mesh high-performance mortar on the beams from multiple angles, this study used finite element analysis software to conduct numerical simulation analyses on four of the experimental beams. The damage cloud charts of the specimens from the numerical simulations were compared with experimental failure phenomena, the deviations between the simulated and experimental values of the specimens being within 10%—that is, the simulation results were in good agreement with the experimental results. The use of industrial recycled steel-wire mesh high-performance mortar strengthening could be applied in actual projects, its green low-carbon credentials achieving the purpose of solid-waste utilization as well as providing strong support for China's early realization of carbon neutrality and related strategic objectives. At the same time, the recycling of waste tires could provide a new research direction.

Experimental, mathematical model, and simulation of a dual-system self-centering energy dissipative brace equipped with SMA and variable friction device

The application of shape memory alloy (SMA) in seismic-resistant devices has received extensive attention due to its unique superelastic and shape memory effect. The poor energy dissipative capacity, insufficient reliability, and small bearing capacity are the main challenges that hinder the application of the developed SMA braces and dampers. The new system of self-centering energy dissipative (SCED) brace was proposed, fabricated, and tested, and the numerical model was defined and verified. The dates manifest that the load-displacement curve of the new dual-system SCED brace displays a typical flag shape. The new dual-system SCED brace exhibits the desirable energy dissipative ability and self-centering capacity and the theoretical and FE model established in this research can preferably express the hysteretic performance. The FE parametric analysis shows that the SMA screw preload has a small effect on the hysteretic curve of the new system brace, but it plays a decisive role in the shape of the hysteretic curve under small deformation. Furthermore, the bearing capacity and stiffness of the dual-system SCED brace can be adjusted by designing key parameters. The research shows that the new dual-system SCED device compensates for the shortcomings of the existing SMA braces and dampers, and it is a very promising and recommended self-centering energy dissipative device to use the wedge block system as the main energy dissipative system and SMA system as the main self-centering system.

Research on seismic performance of ITRAC-filled double steel plate composite shear wall

The iron tailings and recycled aggregate concrete(ITRAC)-filled double steel plate composite shear wall (ITRAC-CSW) is a new lateral force-resistant member that applies an optimized cross-sectional form. The ITRAC is recycled concrete produced from 100% solid waste aggregates. Three full-scale ITRAC-CSW specimens were fabricated to investigate the effects of axial compression ratio and shear span ratio on seismic performance by conducting the tests subjected to quasi-static load. The failure mode and the hysteretic performance of the specimens are analyzed. The ITRAC-CSW exhibits good bearing capacity, stiffness, and energy dissipation capacity. This indicates that ITRAC has the potential to replace concrete applications. The numerical simulations and parametric analyses were carried out through the finite element model to reveal the failure mechanism and parameter effects of specimens. Finally, the calculation method for the bearing capacity of ITRAC-CSW was proposed based on the confined strength of the ITRAC. The ratio of the calculated bearing capacity to the test results is between 0.901 and 1.097 and the calculation accuracy is within 10%. This calculation method can be a reference for the performance design of ITRAC-CSW.

Influence of longitudinal prestress on the shear resistance of prefabricated shear stud connectors

In order to meet the requirements of accelerated bridge construction (ABC), the structure of steel–concrete composite bridges presents a development trend of the entire assembly. A Prefabricated Composite Shear Studs (PCSS) is proposed to speed up the assembly efficiency of traditional steel–concrete composite beams and improve the effectiveness of the prestress of prefabricated concrete decks in the negative moment zone. A finite element model (FEM) of the PCSS shear connector is established by considering the stress characteristics of different assemblies, thirty different steel tendon quantities, and relative arrangements are selected to analyse the impact of longitudinal prestress on the shear resistance of PCSS, the effectiveness of finite element model is verified this through test results. It is revealed that the steel tendon arrangement and quantity will change the shear resistance of the PCSS shear connectors. However, the magnitude, positive and negative effects are related to the position of the steel tendon along the deck height. When the steel tendon deviates downward from the neutral axis of the deck, the shear bearing capacity and shear stiffness increase; in addition, its force transfer mechanism is that the longitudinal prestress changes the lateral restraint effect of the PCSS on the concrete. Under the combined action of prestressing and transverse restraint of steel plate, the cooperative working ability of the stud and surrounding concrete can be enhanced or weakened. Thus, the yielding of stud and concrete damage can be delayed or accelerated, significantly affecting the shear bearing capacity and stiffness.

Experimental and numerical investigations on cyclic performance of L-shaped-CFT column frame-buckling restrained and unrestrained steel plate shear walls with partial double-side/four corner connections

L-shaped concrete-filled tubes (CFTs) column is adopted in frame-buckling restrained and unrestrained steel plate shear walls (BRSPSWs and SPSWs) to enhance the lateral performance of high-rise buildings. Four single-bay, two-story specimens are tested under cyclic quasi-static loads. Partial double-side and four-corner connection types connect the steel plate with beams and columns. To deeply analyze the buckling behavior of the steel plates, concrete panels are installed on both sides of the steel plates for two specimens. Moreover, the concrete infill and panels were made from recycled aggregate concrete (RAC). The hysteretic curves corresponding to failure modes and characteristic capacities are reported and examined. The outcomes infer that both SPSWs and BRSPSWs reflect excellent seismic behavior. Double-side connection improves ductility, energy consumption and displacement, while the four-corner greatly contributes to the bearing capacity and stiffness. Besides, sandwiching the steel plates with concrete panels grooves the buckling of the steel plates, so the characteristic capacities are influenced moderately. In addition, the four tested specimens' hysteretic responses and failure patterns are emulated using the finite element (FE) application ABAQUS and compared to test results. The FE modeling method can simulate the failure modes and load-displacement curves. Based on validated FE models, out-of-plane and equivalent plastic strains are deeply discussed to reflect the effect of connection forms and the use of concrete panels on bucking restrained and overall seismic behavior. Parametric analyses are performed to investigate the key factors on the overall cycle performance of BRSPSWs. The parametric analyses imply that varying the configuration of steel plates impacts the bearing capacity and stiffness significantly, whereas modifying the concrete panels influences the characteristic capacities slightly. Furthermore, the columns expose excessive damage with increasing the axial compression ratio; hence, the overall seismic performance is impacted negatively. Ultimately, a design method of yield-bearing capacity is suggested and compared to the test and FE model results, showing excellent agreement.

Mechanical behavior of GFRP-recycled concrete-steel multitube concrete columns under axial compression

This paper proposed a novel GFRP-recycled concrete-steel multitube concrete column (RA-MTCC), which consisted of an external circular GFRP tube, a group of small internal steel tubes in a circular array, and recycled aggregate concrete filling for all the space inside of these tubes. The mechanical behavior of eleven specimens were investigated under uniaxial compressive test considering parameters of the GFRP tube thickness, the configurations of internal steel tubes, the strength and the replacement ratio of recycled coarse aggregates (RCAs). Test results indicated that: (1) the replacement ratio of RCAs had no significant impact on the failure mode and ultimate load bearing capacity but noticeable adverse effect on the stiffness of RA-MTCCs; (2) the small internal steel tube could significantly increase the ultimate load bearing capacity and stiffness of RA-MTCCs, with a maximum enhancement of 82% and 114%, respectively; (3) specimens with GFRP outside exhibited excellent ductility behavior due to the effective confinement provided by GFRP jacket and steel tubes. An analytical model considering the replacement ratio of RCAs was proposed and verified with the present test results. The predicted results showed that the proposed model could accurately predict the full range stress–strain response of RA-MTCCs. Finally, based on the proposed analytical model, a simplified calculation formula for the ultimate bearing capacity of RA-MTCC was proposed.

HTS-Tape Magnetic Bearing for Ultra High-Speed Turbo Motor

This paper aims to design superconducting mag-netic bearing using HTS tape for a ultra high-speed turbo motor operating up to 120000rpm. Despite being a recent technology compared to conventional magnetic bearings, HTS passive bearings have many interesting features, such as re-duced dimensions, easy implementation and excellent dynamic response at high speed. The results of the finite element simulation are promising as the levitation forces and the stiffness of the superconductor bearing are compatible with the design requirements. The main contribution of this paper lies in the use of short-circuited HTS coils, unlike previous systems that used HTS bulk.

Eccentric compression test and ultimate load strength analysis of circular CFST long column with local corrosion

During the service period, the load bearing capacity of circular concrete filled steel tubular (CFST) structures decreases over time under harsh corrosive environment, seriously threatening to the structural safety. In this paper, an artificial machining defect was introduced to simulate a local circumferentia-through corrosion on the exterior surface of steel tube, and thus 45 CFST long columns with local corrosion of a moderate slenderness ratio were tested by varying corrosion position, degree of corrosion volume loss (DoV), degree of corrosion surface area loss (DoA) and degree of corrosion wall-thickness loss (DoT). Their impacts on the axial bearing capacity, stiffness and ductility were discussed. The research results reveal that all failure modes for the specimens display feature of global compression-bending failure with local outward buckling; with increasing the DoV, the bearing capacity, stiffness and ductility of CFST specimen with local corrosion declines to different extents; as for the effect of local corrosion position, the largest one occurs while the corrosion is located at the mid-length of specimen; Ranking the effect of corrosion parameters on the compression-bending performance, the largest one is the DoV, then the second the DoT and the minimum the DoA. For the local circumferentia-through corrosion, very small effect of the DoA is actually observed. A simplified practical prediction model was established for the compression-bending bearing capacity of locally corroded CFST columns, which can provide a reference framework for their life-cycle design.

Approximating Dynamic Elastic Modulus of Concrete for an Old Aqueduct Using Dynamic Tests and BP Neural Network

Monitoring the degradation of the dynamic elastic modulus (Ed) of concrete is of great importance to track the durability deterioration for hydraulic concrete structures. For the aqueduct under investigation in this study, the dynamic elastic modulus of bent frames and moment frame supports (Ed-frame), the dynamic elastic modulus of arch trusses (Ed-arch) and the shear stiffnesses of the asphaltic bearings of U-shaped flumes (Kflume) are the main parameters to define the dynamic behavior of the structure, which have direct correlation with its vibrational characteristics and thus practicably can be estimated by a BP (back-propagation) neural network using modal frequencies as inputs. Since it is impossible to obtain sufficient experimental field data to train the network, a full-scale 3D FE model of the entire aqueduct is created, and modal analyses under different combinations of Kflume, Ed-arch and Ed-frame are conducted to generate the analytical dataset for the network. After the network’s architecture is refined by the cross-validation process and its modeling accuracy verified by the test procedure, the primary modal frequencies of the aqueduct obtained from in situ dynamic tests are put into the network to obtain the final approximations for Kflume, Ed-arch and Ed-frame, which sets an evaluation baseline of the general concrete Ed status for the aqueduct and indicates that the makeshift asphaltic bearings of U-shaped flumes basically can be treated as a three-directional hinge in the FE model. It is also found that more inputs of modal frequencies can improve the prediction accuracy of the BP neural network.

Effects of aspect ratios and strengthening methods on seismic behavior of masonry piers strengthened by using hybrid-fibers modified reactive powder concrete

Piers are the main load-bearing elements of masonry structures. Damage to piers in earthquakes will lead to the collapse of the whole structure, so piers need to be strengthened. In order to study the effectiveness of hybrid-fibers modified reactive powder concrete (HFMRPC) coating strengthening on masonry piers and the influence of different strengthening methods and aspect ratios on the seismic behavior of masonry structures, six masonry walls with different aspect ratios (0.8, 1.0, and 1.4) and strengthened by different methods (unreinforced, single-sided coverage in piers, double-sided coverage in piers, and double-sided cross-bracing) were tested under in-plane quasi-static loading. The test and analysis results showed that the seismic behavior of masonry walls in terms of bearing capacity, displacement ductility, stiffness, and energy dissipation was effectively enhanced by HFMRPC coating. The improvement range of ductility coefficient, initial stiffness, and cumulative energy dissipation were 86.3% ∼ 229.3%, 18.2% ∼ 104.0%, and 57.0% ∼ 139.7%, respectively. The most suitable strengthening method for strengthening piers was double-sided cross-bracing compared with other methods. The strengthening effect of the double-sided coverage in piers was improved with the increased aspect ratio. Additionally, masonry wall shear strength and flexural capacity calculation methods were proposed based on GB 50003-2011, N-M interaction diagrams, and equivalent rectangular stress block.

Characterizing the bending behavior of underground utility tunnel roofs in a fabricated composite shell system

The traditional underground utility tunnel system is characterized by a lengthy construction period, material waste, and poor engineering quality. This study proposes the prefabricated composite shell system underground utility tunnel as a new type of prefabricated underground utility tunnel system. This system uses 20 mm thick high-performance cement-based materials as permanent templates, with steel reinforcement skeletons placed in the cavity between the two side molds, and concrete can be poured after on-site hoisting and positioning to form an integrated tunnel. This study first systematically introduces the system design method of the prefabricated composite shell system underground utility tunnel and clarifies its component and connection structures. Then, bending tests are conducted on the composite shell tunnel top plate specimens, and a cast-in-place top plate specimen is selected as a control group. A suitable bearing capacity calculation formula for composite shell top plates is derived and proposed based on test phenomena and results analysis. The results showed that the prefabricated outer template and internal cast-in-place concrete of the composite shell top plate specimen have good collaborative performance. Its bearing capacity, stiffness, and failure phenomena are consistent with those of cast-in-place components, as are its mechanical properties. In addition, the proposed bearing capacity calculation formula for a composite shell top plates is highly accurate and can guide the design of such components.

Experimental study on CFRP-strengthened bolted splicing modular steel plate shear wall

The seismic performance of the steel plate shear wall (SPSW) structure will be weakened by the modular splicing of the infill steel plates. To address this, carbon fiber reinforced plastic (CFRP) was used to strengthen its splicing joints. First, the specimens of CFRP-strengthened bolted joints with different CFRP laying methods were tested in uniaxial tensile control, and the corresponding design method was proposed. Next, this method was introduced into the vertical splicing joints of modular SPSWs. Three 1/3-scale SPSW specimens, with and without CFRP-strengthened modular SPSW and complete SPSW, were tested under quasi-static cyclic loading. The failure modes and hysteresis performance of the three structures were compared, and the effects of using CFRP-strengthened splicing joints on various properties of the SPSW structure were investigated. The force mechanism of the CFRP-strengthened bolted splicing modular SPSW structure was further investigated by finite element (FE) analysis. The results indicated that the CFRP strengthening vertical splicing joints can effectively reduce the stress concentration around the hole walls of the infill steel plate, improve the performance loss of wall plates due to modular segmentation, and reduce slippage of splicing joints and out-of-plane deformation amplitude of wall plate. The CFRP-strengthened vertically bolted modular SPSWs increased the stiffness and load capacity of the structure, with yield bearing capacity and stiffness increased by 11.40% and 19.57% compared with those of the vertically bolted modular SPSW, respectively.

Material properties of ITRAC and cyclic behavior of double steel plate composite shear wall filled with ITRAC

An innovative iron tailing and recycled aggregate concrete (ITRAC)-filled double steel plate composite shear wall (ITRAC-CSW) was proposed to promote the application of the fabricated composite structures and the green build materials. Firstly, the mix proportion of ITRAC was studied through the test of six groups of ITRAC samples by changing the recycled coarse aggregate (RCA) replacement ratio and water-binder ratio. Favorable mechanical properties and the corresponding mix proportion was obtained. The elastic modulus calculation and the constitutive model of the ITRAC were obtained based on the test results. Subsequently, three full-scale ITRAC-CSW specimens were fabricated using ITRAC with the 100% RCA replacement ratio and tested under the cyclic lateral load and constant axial load. The failure mode and deformation mechanism of the specimens were analyzed through experimental phenomena. The seismic performance of the specimen was explored by comparing the load–displacement curves, stiffness degradation, and energy dissipation capacity. The analysis revealed that the ITRAC-CSW exhibits good bearing capacity, stiffness, and energy dissipation capacity which can be used in practical project.

Quasi-static cyclic test on seismic performance of steel reinforced concrete frame with replaceable energy-dissipating member

In view of damage controlling and earthquake-resilient performance, the steel reinforced concrete (SRC) frame with replaceable energy-dissipating member (REDM) is proposed. The REDM is consisted of high damping concrete (HDC) wall panel and several fuses made by low yielding-point (LYP) steel. At first, low-cyclic reversed loading test on fuse is carried out to explore its shear capacity and hysteretic behavior. The suitable dimension and shape of fuse is determined for further study. Then the quasi-static cyclic test considering two loading patterns is applied on two SRC-REDMs. One specimen is loaded until overall failure while another is repaired by installing a new set of REDM during the loading history. The analyses and comparisons are conducted in terms of failure mode, yielding pattern, hysteretic characteristics, stress distribution, stiffness degradation, dynamic characteristics, ductility and energy dissipation. The failure mode is summarized as bending-shear failure of the wall panel, local buckling of fuses and beam hinge failure mechanism of SRC frame. The hysteretic loops are plump while large energy dissipation capacity is represented. The seismic performance is verified by high bearing capacity and ductility. The bearing capacity and stiffness of repaired specimen is significantly rehabilitated. The new REDM has dissipated much more hysteresis energy than that of non-repairing case. The earthquake-resilient behavior is confirmed by the significant recovery in mechanical properties.

Study on seismic behavior of double leg C-type cold-formed thin-walled steel frame

The cold-formed steel (CFS) frame has the advantages of high strength, light weight, high construction efficiency, so it has been widely applied in building structures. However, the research on the seismic performance of multistory frames, especially those with braces, is rarely reported, the design method is also incomplete. In view of this, a pseudo static experiment of a three story double leg C-section CFS frame with brace is carried out. The bearing capacity, ductility, stiffness degradation and energy dissipation performance of the specimens are studied. The finite element analysis (FEA) method is used to simulate the failure process of the CFS frame and the design suggestions are proposed. The experiment result show that the failure process of the cold-formed thin-walled frame without braces has satisfactory ductility and energy dissipation performance; For framed CFS frame, the lateral stiffness and bearing capacity of the CFS frame increases, but the ductility decreases. Replacing double angle steel brace by steel plate strip brace can improving the seismic performance of structures, but there is an optimal width thickness ratio of steel plate strip. In this paper, the optimal width thickness ratio of brace is 5.0. When the design suggestions proposed in this paper are met, the CFS frame can achieve “strong structure, weak brace”, so as to improve the seismic performance of the frame.

Decoupling control of radial 4 degree of freedom system of magnetic-liquid double suspension bearing based on generalized extended state observer.

As the novel suspension bearing, Magnetic-Liquid Double Suspension Bearing (MLDSB) is mainly supported by magnetic suspension and supplemented by a liquid hydrostatic bearing. Due to its great bearing capacity and stiffness, rapid response, great active control, and so on, MLDSB is suitable for medium speed heavy loads and has a large carrying capacity and high operating stability. In addition, the radial inertia coupling and gyroscopic coupling between radial 4-DOF control channels can reduce control precision, operation stability, and reliability of MLDSB. Therefore, a mathematical model of radial 4-DOF rotor-dynamics of MLDSB is established in this paper, and the inherent coupling mechanism is explored. Taking inertial coupling, gyroscopic coupling, and external disturbance loads as lumped disturbances, a decoupled controller based on Generalized Extended State Observer (GESO) is established. The influence of the GESO controller on the decoupling and control performance of radial 4-DOF control channels is simulated. The results indicate that the decoupling effect of the GESO controller is great. Under the action of step signal, the steady displacement, maximum displacement, adjustment time, and peak time of the rotor after decoupling are all reduced, among which the steady displacement and maximum displacement are the most obvious. Under the sinusoidal signal, the steady displacement and maximum displacement are reduced by 90%, which can effectively avoid the "gap-impact" fault. Under the pulse signal, the steady displacement, maximum displacement, adjustment time, and peak time are all reduced, among which the maximum displacement is the most obvious. The research in this paper can provide a theoretical reference for the stable support and decoupling control of MLDSB.