42 results about "Shear stiffness" patented technology

The invention relates to a balance base for a rowing machine. The base is used as a stand for the rowing machine, and the rowing machine can be positioned thereon in a fixed manner. At least one spring element is provided, wherein the at least one spring element is arranged between an upper frame and a lower frame, and the at least one spring element comprises an elastic or viscoelastic material, the tilting rigidity of which is both lower than the tensile-compressive rigidity of the spring and lower than the shear stiffness of the spring. Additionally, a form-fitting or force-fitting fixture of the upper frame to the rowing machine is provided.

This invention discloses a method for constraining corner elements in a rocking wall structure system. Based on the structural parameters of the rocking wall and the frame structure, the shear stiffness of the frame structure is obtained. A first lateral displacement expression and a second lateral displacement expression are constructed using the shear stiffness and the first and second equilibrium equations. An inter-story drift angle expression is then constructed using these expressions to solve for the stiffness of the rotating combined disc springs. The bending moment of the rotating combined disc springs is obtained from the stiffness of the rotating combined disc springs. The number of single disc springs stacked in the same direction and the number of combined disc springs are determined by the deformation requirement and the bearing capacity requirement of the combined disc springs obtained from the bending moment. This yields the combined height of the disc springs. The combined height of the disc springs is then used to constrain the length of the core rod and the support height in the corner element, achieving rapid constraint of the core rod length and support height in the corner element based on statics.

The present disclosure provides a Timoshenko beam model equivalent method and system of a corrugated steel plate support structure, and relates to the technical field of stress analysis of a corrugated steel plate support structure, comprising: solving the stiffness coefficients of the corrugated steel plate in a local coordinate system, including tensile stiffness, bending stiffness and shear stiffness; solving the equivalent stiffness coefficients of the orthotropic corrugated steel plate in a global coordinate system, including equivalent tensile stiffness, equivalent bending stiffness and equivalent shear stiffness; solving the equivalent section bending stiffness of the corrugated steel support structure; solving the equivalent section shear stiffness of the corrugated steel support structure; and equivalent the corrugated steel support structure to a Timoshenko beam model. The present disclosure can realize the rapid equivalent of the corrugated steel plate support structure to a Timoshenko beam model.

The invention discloses a clothing modeling-oriented fabric shearing property intelligent prediction method and device. The fabric shearing property intelligent prediction device collects an image corresponding to a detected fabric; the image is preprocessed through an intelligent fabric shearing prediction method and then input into a target segmentation model for target segmentation, a threshold value is dynamically adjusted according to the local brightness of the image in the target segmentation model for binaryzation, and the accuracy of target segmentation of the target segmentation model is improved; meanwhile, a feature embedding model is used for extracting embedded features from the segmentation result; carrying out dimensionality reduction on the embedded features by adopting principal component analysis, and fusing the embedded features after dimensionality reduction with the collected three-dimensional features; inputting the fusion result into an error correction model to obtain an error correction value; according to the error correction value and a shear stiffness theoretical value obtained through the shear stiffness mechanism model, a final shear stiffness prediction value is obtained, it is guaranteed that the physical significance of a prediction result can be explained, and the prediction precision of the shear stiffness can be improved.

The application relates to a stress deformation prediction method for a confined space foundation pit retaining structure, which comprises the following steps: S1: inputting soil body parameters and foundation pit design parameters to generate a stiffness matrix; S2: determining initial soil pressure parameters and calculating lateral deformation of the retaining structure; S3: according to the confined space of the foundation soil, updating the stiffness matrix; based on the updated stiffness matrix, performing second calculation; S4: judging whether an error Delta u reaches a precision requirement, if yes, turning to S5, and if not, repeating S3, and iteratively calculating until the error Delta u meets the precision requirement; S5: after the stiffness matrix is determined, calculating soil body shear stress, and further calculating shear strain and soil body shear stiffness; S6: calculating a soil spring elastic modulus k, and updating the stiffness matrix; step S7: recording u T ; then returning to S1 to enter next excavation stage calculation; S8: after the calculation to a design excavation depth, outputting the stiffness matrix, the shear strain and a bending moment M, so as to evaluate stress deformation conditions of the foundation pit retaining structure. The method is favorable for improving the precision of stress deformation prediction of the confined space foundation pit retaining structure.

The utility model relates to a shearing force connecting structure of a corrugated steel web box girder, and belongs to the technical field of bridge engineering. The angle steel is vertically embedded into the concrete slab and is welded with the corrugated steel web; the embedded part of the angle steel is respectively provided with three open holes which are respectively convenient for the perforated steel bars to pass through; the first perforated reinforcements are parallel to the length direction of the corrugated steel web, and the second perforated reinforcements are perpendicular to the first perforated reinforcements. The multiple pieces of angle steel are sequentially arranged in the length direction of the corrugated steel web and sequentially arranged at the bottom of each groove of the corrugated steel web according to the alternating rule, and the same first perforated steel bar penetrates through the multiple first open holes. The connecting structure has interface shear resistance and web root bending resistance and torsion resistance, and the rigidity and strength of the roots of the corrugated steel webs under the action of distortion and torsion are improved while shear resistance connection is achieved; and on the premise of ensuring the shear stiffness, the deformation of the steel-concrete junction of the cross section of the box girder under the action of eccentric load and the like can be better adapted.

This invention discloses a hopper support beam and its manufacturing method, belonging to the field of large silos and hoppers, and is mainly used for the installation of large hoppers. The technical problem to be solved by this invention is to provide a hopper support beam and its manufacturing method, comprising a first transverse steel plate, a second transverse steel plate, a first vertical steel plate, and a second vertical steel plate; the first vertical steel plate is positioned between the first and second transverse steel plates, forming an "I" shape; two second vertical steel plates are respectively positioned at the left and right ends of the second transverse steel plate, forming an "H" shape; second stirrups are positioned between the first transverse steel plate and the second vertical steel plate; the first transverse steel plate, the first stirrup, the second vertical steel plate, and the second stirrup enclose a frame structure; the frame structure is filled with concrete. The hopper support beam provided by this invention can improve the load-bearing capacity and stability of the hopper support beam, and enhance its bending, torsional, and shear stiffness.

The invention discloses a longitudinal loading device and method for a shield tunnel longitudinal deformation test, and the method comprises the steps: driving a first support and a second support to drive a first axial loading part and a second axial loading part to move relatively through an axial load loading mechanism, so as to apply an axial load to a segment sample group at two axial ends; and meanwhile, the bending moment loading mechanism drives the first axial loading piece and the second axial loading piece to rotate so as to apply bending moment to the segment sample group at the two axial ends, so that the segment sample group can be subjected to an equivalent bending rigidity test under the action of the applied axial load and bending moment. In addition, a vertical load loading mechanism capable of applying a vertical load to the segment sample is also arranged, so that the segment sample group can be subjected to an equivalent shear stiffness test under the action of the applied axial load and vertical load. Therefore, the method has good universality, so that the test efficiency can be improved, and the cost can be remarkably reduced.

The invention provides a calculation optimization method for an arch and cross beam combined section of a separated steel truss girder arch bridge, and belongs to the technical field of civil engineering, and the method comprises the following steps: determining a shear-resistant section according to the arch and cross beam combined section structure and a force transmission path, and determining main shear-resistant plates and welding seams; setting constraint conditions, and calculating to obtain vertical and horizontal shear forces of the shear-resistant section; solving the shear stiffness of a shear resistant plate and a welding seam by utilizing a shear stiffness calculation formula of a connecting plate of the arch and the cross beam and the welding seam after correction, and distributing shear force to calculate the force transmission of the plate and the welding seam; calculating the average shear stress of the force transmission plate and the weld joint, constructing a shear stress function, and calculating the maximum shear stress; introducing a strength check coefficient to judge a shear stress result, and optimizing the thickness of a combined section plate and the number of partition plates to obtain a structure optimization scheme; the method solves the problems that an existing arch and cross beam combined section optimization calculation method is huge in workload, complex in process and long in structure checking calculation time.

The application relates to the technical field of mechanical dynamics, in particular to a fault gear time-varying meshing stiffness calculation method considering crack positions, which comprises the following steps: establishing a gear fault calculation model; determining corresponding crack category information, and pre-storing crack gear section division rules corresponding to the crack category information; detecting a crack position on the gear that has occurred a fault, adopting the crack gear section division rule to divide the crack position into sections to obtain a plurality of crack sub-sections; obtaining the bending stiffness and the shear stiffness of each crack sub-section for each crack sub-section; and summing the bending stiffness and the shear stiffness of each crack sub-section to obtain the bending stiffness and the shear stiffness of the fault gear. The bending stiffness and the shear stiffness of the fault gear can be obtained by inputting the parameters of the crack, and the calculation efficiency is higher.

The invention relates to the technical field of virtual fitting, in particular to a virtual fitting fit evaluation method based on dynamic postures, which comprises the following steps: acquiring dynamic posture data when a user executes a preset action sequence, and constructing a digital fabric physical model containing physical parameters of tensile rigidity, bending rigidity and shearing rigidity, the stretching, wrinkling and fitting changes of the clothes are calculated under the driving of the dynamic posture data, and dynamic deformation data are generated; then, initial gap distribution and initial pressure mapping between the clothes and the body are calculated based on the dynamic deformation data, and stable gap distribution and accurate pressure mapping are obtained through space-time consistency analysis; and finally, generating a fitness evaluation index including a dynamic fitness index, a local compression coefficient and an overall fitness score, and outputting a fitness report through visual rendering. According to the method, the fitting state of the clothes under dynamic movement can be truly reflected, and the fine evaluation capability of virtual fitting is improved.

The invention relates to the technical field of fabricated buildings, in particular to a prestressed integrated support-free large-span laminated slab which comprises a concrete bottom slab and further comprises prestressed steel bars embedded in the concrete bottom slab, the prestressed steel bars are arranged in the length direction of the slab, and anchoring structures are arranged at the ends of the prestressed steel bars; the steel framework assembly and the concrete bottom plate are integrally formed in a pouring mode, and the steel framework assembly is composed of a rectangular steel pipe on the lower portion and C-shaped channel steel on the upper portion. Through cooperative stress of the steel skeleton assembly and the prestressed steel bars, optimization of a stress path is achieved, the prestress effectively counteracts pull-down stress caused by self weight and loads, and the steel skeleton assembly provides extremely high bending resistance and shear stiffness, so that large-span support-free and secondary beam canceling can be achieved, and the space utilization rate is effectively increased; one-time integral pouring is adopted between the steel skeleton assembly and the concrete bottom plate, and the problem of weak new and old concrete interface caused by a traditional process is solved.

The application discloses a kind of based on deep learning's shield underpass existing tunnel structure deformation calculation method, belong to tunnel engineering pile foundation underpinning technical field.The method includes the following steps: establishing deep learning prediction model, obtains the ground subsidence caused by newly-built shield tunnel;Through Loganathan-Poulos ground subsidence analytic formula inversion, ground loss rate is obtained;Calculate the soil displacement at the depth of existing tunnel;Calculate the additional load of existing tunnel structure in longitudinal direction;Calculate the equivalent bending stiffness and equivalent shear stiffness of existing tunnel structure in longitudinal direction;Calculate the vertical displacement under the action of additional load on the axis of existing tunnel structure, and the longitudinal deformation of tunnel structure under additional load is calculated.The application can effectively solve the problem that ground loss rate is difficult to determine due to stratum difference, and quickly and accurately obtain the ground subsidence value caused by shield construction and the soil displacement at the depth of existing tunnel.

The invention provides a longitudinal non-uniform deformation calculation method and system for a corrugated steel plate supporting structure, and belongs to the technical field of traffic infrastructure structural design. Comprising the steps that an orthotropic equivalent stiffness model of a corrugated steel plate is constructed, a corrugated steel plate supporting structure is equivalent to a Timoshenko beam, and equivalent section bending stiffness and equivalent section shear stiffness are calculated; the method comprises the following steps: by constructing a calculation model of longitudinal non-uniform deformation, determining longitudinal differential load distribution according to an actual soil covering condition and a soil arching effect above a corrugated steel plate supporting structure; and calculating the longitudinal difference load distribution based on the longitudinal non-uniform deformation calculation model to obtain the longitudinal non-uniform deformation of the corrugated steel plate supporting structure. According to the method, the longitudinal non-uniform deformation of the shallow-buried corrugated steel plate supporting structure can be effectively and rapidly evaluated.

The application discloses an assembled corrugated steel web composite beam bridge deck structure and a construction method, the bridge deck structure comprising a box girder body; an open steel plate welded on the flange plate of the box girder body, the open steel plate being provided with multiple U-shaped notches at equal intervals; a bridge deck assembly comprising a first bridge deck and two second bridge decks, a cast-in-place groove being left between the first bridge deck and the second bridge decks, the cast-in-place groove being arranged on the top of the flange plate, transverse steel bars penetrating through the U-shaped notches and connecting the first bridge deck and the second bridge decks; and a concrete layer cast in the cast-in-place groove for consolidation. The open steel plate welded on the flange plate bears the shearing force, and has higher shearing stiffness and ductility compared with a traditional shearing key. When the bridge deck is hoisted for installation, the transverse steel bars can correspond to the U-shaped notches on the open steel plate, and compared with a traditional hole shaft connection, the assembly is simpler and easier to align, and the installation efficiency is improved.

The invention provides a Timoshenko beam model equivalent method and system of a corrugated steel plate supporting structure, and relates to the technical field of corrugated steel plate supporting structure stress analysis, and the method comprises the steps: solving rigidity coefficients of a corrugated steel plate under a local coordinate system, including tensile rigidity, bending rigidity and shearing rigidity; solving equivalent stiffness coefficients of the orthotropic corrugated steel plate under the global coordinate system, wherein the equivalent stiffness coefficients comprise equivalent tensile stiffness, equivalent bending stiffness and equivalent shearing stiffness; the equivalent section flexural rigidity of the corrugated steel supporting structure is solved; the equivalent section shear stiffness of the corrugated steel supporting structure is solved; and enabling the corrugated steel supporting structure to be equivalent to a Timoshenko beam model. According to the method, the corrugated steel plate supporting structure can be quickly equivalent to the Timoshenko beam model.

The application provides a shield tunnel longitudinal stress calculation method and system considering inter-ring joint nonlinearity, and relates to the technical field of underground engineering. The method comprises the following steps: obtaining parameter information of a shield tunnel, wherein the parameter information comprises structural design parameters, material parameters and stratum parameters; establishing a finite element model of the shield tunnel according to the initial stiffness of the inter-ring joint and the parameter information, and solving the finite element model based on a preset load to obtain first information, wherein the first information comprises the bending moment, shear force and longitudinal axial force of each inter-ring joint of the shield tunnel; constructing a stiffness three-dimensional surface of the inter-ring joint, calculating the stiffness information of the inter-ring joint according to the stiffness three-dimensional surface and the first information; updating the finite element model according to the stiffness information, and obtaining the longitudinal structural stress result of the shield tunnel through the updated finite element model. The application solves the problem that the existing beam-spring model ignores the changes of the bending stiffness and shear stiffness with the load when simulating the nonlinear behavior of the inter-ring joint.

This invention relates to the field of structural strength analysis technology, specifically a method, equipment, medium, and product for strength assessment of hybrid fiber sandwich structures. The method assesses the microscopic heterogeneity of the glass fiber outer layer, functionalized core layer, and carbon fiber inner layer, and assigns differentiated representative volumetric element modeling strategies based on the heterogeneity level. It establishes two-phase representative volumetric elements for the fiber layers and three-phase representative volumetric elements for the functionalized core layer, extracting the equivalent stiffness tensor of each layer through homogenization calculations. Representative volumetric elements are established for the conductive adhesive layer, and the interlaminar equivalent shear stiffness is extracted. The equivalent stiffness of each layer and the interlaminar shear stiffness are assigned to the corresponding ply and interface elements of the macroscopic finite element model to solve for the ply stress under structural service loads. Strength and stability criteria are applied to the glass fiber outer layer, carbon fiber inner layer, and functionalized core layer for strength assessment, obtaining the safety margin and failure location of each ply. This improves the accuracy and reliability of multi-scale mechanical analysis of hybrid fiber sandwich structures.

This invention relates to a method and application for obtaining fabric mechanical parameters in 3D clothing CAD. The fabric mechanical parameters include the fabric's elongation at constant force, shear stiffness, areal density, and flexural stiffness. The values ​​of the fabric's elongation at constant force and shear stiffness were obtained through literature retrieval; the fabric's areal density was obtained through actual measurement; and the flexural stiffness was obtained through actual fabric drape measurement and fabric drape simulation. The fabric mechanical parameters in 3D clothing simulation are obtained using the method described above for obtaining fabric mechanical parameters in 3D clothing CAD. The parameters obtained by this method in 3D clothing CAD have clear physical meanings and can achieve accurate clothing simulation in 3D clothing simulation.

The application relates to the technical field of energy collection, and particularly provides a wide-frequency energy collection device and system of an arch bridge structure. The device comprises a bridge top section, bridge arch sections symmetrically arranged at two ends of the bridge top section, a substrate layer fixedly arranged at one end of the bridge arch section away from the bridge top section, one of the bridge arch sections and the substrate layer is arranged on each side, the device is symmetric about a central axis, the substrate layer comprises, from top to bottom, a fin layer, a shear electrode and a substrate; the arch section comprises, from outside to inside, a first structure layer, a first damping layer and a second structure layer, the first damping layer has a thickness gradient along the length direction of the bridge arch section, the thickness of the first damping layer is large on the side close to the bridge top section and is small on the side close to the substrate layer. The first damping layer bears shearing and improves equivalent loss, reduces a quality factor and widens a single peak; the limited shearing stiffness of the first damping layer introduces interlayer dislocation and weak coupling of a main mode, thereby splitting near neighbors; the thickness is thick on the top and thin on the bottom, forming a soft top and a hard bottom, which strengthens splitting and stably transmits force, so that double peaks are filled and flattened into a platform by the damping, and the frequency band is widened.

This tire provides high control performance while suppressing a decrease in the shear rigidity of the blocks. [Solution] The tire 1 is provided with a plurality of blocks 5. Each block 5 includes a tread surface 6 surrounded by a plurality of block edge pieces 8 with different extending directions, and a recess 7 formed by indenting the tread surface 6. The recess 7 includes an open edge 11 that extends along the tread surface 6 without intersecting any of the block edge pieces 8. The open edge 11 is a polygonal shape formed by connecting a plurality of open edge pieces 15. At least one of the open edge pieces 15 has an extending direction different from any of the extending directions of the block edge pieces 8. The open edge piece 15 is connected to at least one rib 20 that locally protrudes into the recess 7 and extends in the radial direction of the tire.

The invention belongs to the technical field of geotechnical engineering, and relates to a double-receiving-probe bending element test device and a shear wave velocity determination method. The device comprises a pressure chamber, a cuboid soil sample and bending element probe groups, wherein each bending element probe group comprises an excitation bending element probe and two receiving bending element probes. The signal processing system comprises a signal generator, an amplifier, a filter and an oscilloscope. Exciting a bending element probe to generate shear waves; the double-receiving bending element probe synchronously collects signals; performing cross-correlation function calculation on the two received signals, and taking a time shifting amount corresponding to a maximum value of a cross-correlation coefficient as shear wave propagation time delta t; and calculating the shear wave velocity according to the distance L between the receiving bending element probes. Bending element signal distortion caused by factors such as a near field effect and frequency change is effectively eliminated, and the objectivity and repeatability of shear wave velocity measurement in a bending element test are improved; the three groups of bending element probes are arranged along different directions and can be used for measuring anisotropic indexes of the small strain shear stiffness of the soil body.

The invention discloses a rock multi-axial tensile failure simulation method based on a variable contact stiffness model, which comprises the following steps: constructing a geometric model corresponding to a rock sample, and dispersing the geometric model into a plurality of Thiessen polygons; setting boundary conditions of a direct tensile test with confining pressure; constructing a variable contact stiffness model in which the shear stiffness and the normal stress are in a linear relationship, and carrying out microscopic parameter calibration; and carrying out rock multi-axial tensile failure numerical simulation on the rock sample discretized into the Thiessen polygon based on the set boundary conditions and the variable contact stiffness model of the calibration parameters. In the method, the rule that the tensile strength of the rock is firstly increased and then reduced under the action of confining pressure can be simulated by designing the model, and the rule is more consistent with an actual experimental result; a designed confining pressure applying method can realize constant-speed application and stability of confining pressure, and the problem of unstable confining pressure caused by a traditional method is effectively solved; a calibration method of microscopic parameters in the model is provided, and rapid calibration of related microscopic parameters can be achieved.

The invention belongs to the technical field of aviation equipment calculation and analysis, and discloses an aeronautical plate-fin heat exchanger core structure anisotropic rigidity equivalent calculation method, which comprises the following steps of: determining structural design parameters and material attributes of an aeronautical plate-fin heat exchanger core and fins, segmenting and extracting a minimum array unit of a single-layer core structure, and calculating the anisotropic rigidity of the aeronautical plate-fin heat exchanger core. The method comprises the following steps: establishing a finite element model of a minimum array unit, calculating through three normal minimum array unit finite element models to obtain normal stiffness of the minimum array unit under an orthogonal three-direction stretching working condition, and calculating through six tangential minimum array unit finite element models to obtain shear stiffness of the minimum array unit under an orthogonal three-direction shearing working condition. And determining the shape of the minimum array unit, and calculating the anisotropic rigidity equivalent parameter of the single-layer core body structure. According to the method, the complexity problem of the core body structure is changed into the anisotropic rigidity problem through the equivalent conversion principle, and the dynamic calculation problem of the complex and cross-scale aviation plate-fin type core body structure is solved.

The invention provides a single pile foundation p-y curve construction method considering the influence of a three-dimensional sliding mechanism. The single pile foundation p-y curve construction method comprises the steps that all geometric dimension parameters of a single pile foundation are determined; measuring the distribution parameter of the undrained shear strength of the seabed foundation soil body along with the depth; measuring the roughness of the interface between the single pile foundation and the soil body; taking a foundation soil body to carry out a soil unit single shear test, and measuring the maximum shear stiffness and shear stress-strain curve of the soil body; fitting a stress-strain curve measured by the single shear test by adopting a high-order polynomial to obtain a fitting shape factor; calculating the maximum influence depth of the three-dimensional sliding mechanism; and based on the obtained fitting shape factor and the three-dimensional sliding mechanism influence coefficient, a single pile foundation p-y curve within the maximum depth range of the three-dimensional sliding mechanism influence is calculated. According to the method, the influence of a three-dimensional sliding mechanism caused by the free mud surface on the p-y curve is considered, the technical defects of a traditional method are overcome, and the method has important engineering practical value for design and engineering quantity optimization of a single-pile foundation.

The invention discloses a vertical shear stiffness quantitative identification and safety monitoring evaluation method for a new and old widened bridge joint, and belongs to the field of bridge engineering safety detection and structural performance monitoring. The invention relates to a method for identifying the rigidity of an abutted seam of a widened bridge, which is characterized in that under the excitation of a low-speed vehicle load, the ratio of response time cumulants of quasi-static displacement generated in the midspan of a new bridge and an old bridge and the vertical rigidity of the abutted seam connecting the two have a clear and stable mathematical mapping relationship; and a stable and reliable dimensionless identification index which is directly associated with the abutted seam rigidity is constructed, so that quantitative evaluation of the health state of the abutted seam is realized. The invention discloses a new and old widened bridge joint safety assessment method. The method comprises the following steps: step 1, arranging a new and old widened bridge joint structure performance monitoring system; 2, deploying a signal processing module and a parameter calculation and state evaluation module in a background; and step 3, deploying a display and monitoring early warning module on a client, wherein a manager can see the content of the display and monitoring early warning module.

The invention relates to the technical field of geological stability evaluation, in particular to an engineering rock mass stability dynamic evaluation method based on critical dynamic stiffness, which comprises the following steps: determining an evaluation area; dividing the evaluation area into a plurality of friction control units, and performing sample collection on each friction control unit; obtaining a shear force displacement curve and sliding speed data of each sample; determining the critical dynamic stiffness of each sample; determining the conservative critical dynamic stiffness of each friction control unit; determining the field equivalent shear stiffness of each friction control unit; according to the difference distribution of the conservative critical dynamic stiffness and the field equivalent shear stiffness of each friction control unit, generating an evaluation result of the stability of the engineering rock mass; according to the method, stability judgment can be directly carried out on the basis of measurable stiffness under different geological conditions, the subjectivity of dependence on experience safety coefficients in traditional evaluation is avoided, and the physical rationality and repeatability of evaluation results are improved.

The embodiment of the application discloses a method for predicting the dynamic response of a long bridge under a ship collision, comprising: obtaining a time-varying curve of a ship collision force to be evaluated and a bridge unit to be predicted; dividing a pier into a plurality of pier units of a set length along the vertical direction, and determining a stiffness matrix and a mass matrix of each pier unit according to the length of each pier unit; in each time step of the time-varying curve: determining a first shear stiffness between the pier and the pile cap and a second shear stiffness between the pile cap and the pile in the current time step; determining a global stiffness matrix and a global mass matrix of the bridge unit in the current time step; solving the lateral displacement state of the bridge unit in the current time step; and jointly forming the dynamic response of the bridge unit under the time-varying curve of the ship collision force from the lateral displacement state of each time step. The embodiment can determine the dynamic response of the flexible bridge section to the ship collision, and improve the resistance to the ship collision.

The invention particularly discloses a composite connecting piece of a steel-UHPC composite beam and a construction method of the composite connecting piece, and relates to the technical field of bridge engineering. The composite connecting piece comprises transverse steel bars, inverted-T-shaped steel, a steel beam and a bolt connecting piece, reserved holes are formed in the positions, corresponding to the top of the steel beam, of the lower portion of the inverted-T-shaped steel, the transverse steel bars are installed on the left side and the right side of the inverted-T-shaped steel, and the bolt connecting piece fixes the inverted-T-shaped steel to the top of the steel beam through the reserved holes. According to the composite connecting piece of the steel-UHPC composite beam and the construction method of the composite connecting piece, welding operation is not needed, the high-strength bolts provide vertical pre-tightening force and in-plane shear stiffness at the same time and act together with the penetrating steel bars, the structural shear resistance is improved, the stress of concrete is improved, the structural resistance is enhanced, and the construction period is shortened. The problems that in existing stud connection, the shear bearing capacity is small, construction is complex, and a special welding machine is needed are solved.

The invention relates to a caulking groove type interface strengthening analysis method for a fiber metal laminate. The method comprises the following steps: acquiring a geometric configuration and a material attribute of a caulking groove type joint of the fiber metal laminate; based on a classic laminated plate theory, obtaining the equivalent tensile stiffness of the laminated plate by adopting a performance homogenization method; on the basis of comprehensively considering the tensile rigidity of a metal layer, the tensile rigidity of a composite material, the extrusion rigidity of the composite material in a caulking groove area and the tensile and shear rigidity of an interface layer, a series of rigidity parameters are introduced to quantitatively characterize the internal deformation relation of the caulking groove type joint; establishing a spring-mass point mechanical model of the fiber metal laminate caulking groove type joint; quantitatively analyzing an enhancement mechanism of a mechanical interlocking effect generated by the caulking groove structure on the interface strength; the macroscopic tensile rigidity of the fiber metal laminate subjected to caulking groove type interface strengthening is obtained; and under a given tensile load condition, predicting the deformation response of any position of the fiber metal laminate.