62 results about "Bond slip" patented technology

The invention discloses a method for calculating the flexural capacity of a prefabricated segmental girder bridge based on steel shear keys, and belongs to the technical field of fabricated prefabricated segmental girder bridges. According to the method, on the basis of the concrete plasticity theory, a theoretical stress model of bending plastic deformation of the prefabricated segmental girder bridge is constructed, a cracking bending moment calculation formula of the three-section type prefabricated segmental girder bridge is established, and design refinement and design efficiency are improved; based on the fact that the anti-bending bearing capacity of the joint of the segmental beam is mainly determined by deformation of a pressed area of a concrete top plate and limit stress of a steel strand, a calculation formula of the anti-bending bearing capacity of the three-section type prefabricated segmental beam bridge at the joint and the non-joint is provided; according to the method, the plastic deformation of the concrete and the bonding slippage effect of the reinforcing steel bars are considered, the bending bearing capacity of the three-section type prefabricated segmental girder bridge can be accurately calculated, and the calculation method is verified to be safe and reliable through comparison with an experimental value.

The invention discloses a method for monitoring the bonding slip performance and deterioration evolution of an interface in a combined member, and the method comprises the following steps: carrying out the degreasing cleaning pretreatment of a section with relatively high rigidity in a to-be-detected combined member, and obtaining a pretreated section; distributed optical fiber sensors based on Rayleigh scattering are arranged on the surface of the pretreated profile in the direction of measured cohesive force; bonding the profile on which the distributed optical fiber sensors are arranged with a to-be-detected matrix through an adhesive to prepare a combined component; a uniaxial tensile test is conducted on the combined component, distribution and evolution of steel bar strain in the test process are recorded through a distributed optical fiber sensor, distribution and evolution of the bond-slip relation are obtained, the local bond-slip relation can be researched, and the applicability and precision of a bond-slip model are improved; before uniaxial stretching, working conditions are applied to the composite structure to degrade the structure, and the influence of degradation on the bonding performance of the composite structure can be evaluated.

The invention provides a construction method of a fiber-matrix bond slip random model, and belongs to the technical field of composite materials. The method comprises the following steps: designing fiber burial depth and pull-out angle parameters, preparing a bidirectional single fiber pull-out test piece, carrying out a pull-out test to obtain load-displacement data, drawing a curve, analyzing characteristic value data of the curve, simplifying a bond-slip relationship into a trilinear model, introducing Weibull random distribution, and carrying out parameter estimation and inspection on the Weibull random distribution. And finally establishing a function relationship between the Weibull random distribution parameter and the fiber burial depth and the pull-out angle. According to the construction method of the fiber-matrix bond slip random model, the constructed model can generate a unique single fiber pull-out curve according to the characteristics of each fiber in the composite material, and the problem that the single fiber pull-out randomness is difficult to describe by a conventional theoretical model is solved.

This invention discloses a method and system for numerically defining a rebar-concrete interface element under both monotonic and cyclic loading, comprising: first, establishing a finite element model of reinforced concrete component, and generating a solver input file within the finite element software; then, adding a series of user-defined interface elements in the solver input file; then, inputting parameters of characteristic points of the axial bond-slip curve between rebar and concrete, the diameter of rebar, and the characteristic parameters of fibers associated with the user-defined element (UEL) in the solver input file; then, setting the element stiffness matrix, the coordinate transformation matrix and residual in the UEL subroutine; finally, submitting the solver input file in the finite element software, and calling the UEL subroutine for calculation.

The invention relates to the technical field of concrete bonding slippage, in particular to a reinforced concrete bonding slippage testing device, and aims to solve the problems that a test piece is damaged and workers are difficult to inform in time, the reinforced concrete bonding slippage testing device comprises a base and a monitoring mechanism, and the upper surface of the base is fixedly connected with a mounting plate; and the left side surface of the mounting plate is fixedly connected with an industrial personal computer. Through cooperation of a servo motor, a rotating rod, a gear and a gear ring, a carrier plate can rotate through a sliding block, the carrier plate drives an ultrasonic pulse detector to rotate around a test piece, the surface of the test piece is detected, after it is detected that cracks are generated on the surface of the test piece, an alarm is started in cooperation with an industrial personal computer, and a worker is warned; the pressure sensor can detect the pressure when the deformed steel bar is pulled to move upwards, and can cooperate with the industrial personal computer to start the alarm and detect the bonding interface after the pressure is suddenly reduced, so that the test piece can be kept in a complete state when the test piece is tested, and the accuracy of test data is ensured.

The invention discloses a pre-tensioning method CFRP rib concrete hollow slab, a tensioning anchorage device and a construction method.The pre-tensioning method CFRP rib concrete hollow slab comprises CFRP embossed ribs, a framework structure, spiral ribs, PVC pipes, cushion blocks and concrete, the cushion blocks are arranged on the lower sides of bottom plate steel bars and the outer sides of vertical steel bars on the two sides respectively, and the CFRP embossed ribs are distributed at equal intervals, arranged in the framework structure and used for tensioning the framework structure; the spiral ribs penetrate through the prestressed CFRP embossed ribs and then are placed at the two ends of the bonding sections of the prestressed CFRP embossed ribs, the PVC pipes penetrate through the prestressed CFRP embossed ribs and then are placed at the two ends of the prestressed CFRP embossed ribs, unbonded sections are formed, concrete is poured on the periphery of the framework structure in cooperation with a mold after the CFRP embossed ribs are tensioned, the mold is dismantled after the concrete is formed, and the prestressed CFRP embossed ribs are formed. And the pre-tensioning method CFRP bar concrete hollow slab structure is formed. According to the scheme, the CFRP embossed ribs can be reliably bonded with concrete under high prestress, and bonding slippage failure is avoided. And secondly, provided anchoring is reliable, and shear damage of the CFRP ribs during tensioning is avoided.

The invention discloses a thermal-mechanical coupling behavior numerical simulation system for a reinforced concrete structure, and particularly relates to the field of constructional engineering, and the system comprises a heat conduction analysis module, a mechanical behavior analysis module, a bond slip behavior analysis module and a simulation calibration module. The heat conduction analysis module simulates the temperature field change of the concrete in the fire disaster process by defining temperature related parameters of the concrete; the mechanical behavior analysis module is used for simulating nonlinear mechanical behaviors of concrete and analyzing strength degradation, crack propagation and plastic deformation of the concrete at high temperature in combination with a temperature-dependent material model; and the bond slip behavior analysis module is used for setting a non-linear contact behavior between the reinforcing steel bar and the concrete. According to the invention, comprehensive simulation of reinforced concrete under high-temperature conditions such as fire disasters and the like is realized, and the strength degradation and crack propagation of the concrete and the bond slip behavior of the reinforcing steel bars and the concrete can be accurately predicted in combination with a temperature field and a mechanical field.

The present invention discloses a metal energy dissipation damper and a replaceable energy dissipation connecting beam structure, which relates to the technical field of earthquake prevention and disaster reduction. The metal energy dissipation damper includes a damper energy dissipation section and surrounding constraint steel plates; the two ends of the damper energy dissipation section have connecting parts extending in opposite directions, and the two side surfaces of the damper energy dissipation section are coated with a non-bonding sliding layer; the surrounding constraint steel plates are arranged around the outside of the damper energy dissipation section, and there is a gap between the surrounding constraint steel plates and the damper energy dissipation section, and the gap is filled with flexible materials and high-strength mortar. The replaceable energy dissipation connecting beam structure includes wall limbs and connecting beam steel concrete sections on both sides; the connecting beam steel concrete section is pre-embedded with steel sections, and the end of the steel sections extends out of the end surface of the connecting beam steel concrete section and is fixed with pre-embedded steel end plates, and the two connecting parts are respectively connected to the two pre-embedded steel end plates by bolts. The present invention realizes that the energy dissipation components can be replaced, and when the connecting beam steel concrete sections on both sides undergo relative displacement in the vertical direction, the damper energy dissipation section is deformed to achieve energy dissipation.

The invention relates to the field of building materials and structural engineering, in particular to an analysis method of a composite interface cohesive mechanical behavior. The method for analyzing the cohesive mechanical behavior of the composite interface comprises the following steps: forming the composite interface; respectively applying a tensile load and an alternating electric field in the axial direction and the transverse direction of the modified carbon fiber; establishing a trilinear bond slip constitutive model; measuring an interface impedance phase angle in real time, and calculating an interface damage index; and correcting the trilinear bond slip constitutive model by using the damage index, and analyzing the composite interface cohesive mechanical behavior. According to the method, the nano SiO2 is successfully deposited on the surface of the carbon fiber, synchronous acquisition of interface slippage, strain and impedance spectrum under multi-coupling stress is also realized, and a synergistic effect mechanism of multiple fields to interface damage is conveniently disclosed.

The present invention relates to a method for calculating the interfacial bond slip of rebar-anchored concrete components under cyclic loads, and belongs to the technical field of engineering structure reinforcement and reconstruction. The method comprises three parts, namely, analysis of rebar bond stress, correction of bond slip calculation under static loads, and calculation of bond slip under cyclic loads. The present invention takes into account the influence of the main factors of rebar bonding, such as the rebar diameter and the rebar anchoring depth, and accurately describes the influence of the key factors affecting the pull-out bearing capacity of rebar-anchored components, such as the rebar diameter and the rebar anchoring depth, on the bond force, thereby providing a theoretical basis for calculating the internal force and deformation of rebar-anchored components and improving the design of rebar reinforcement and reconstruction projects.

The invention discloses a steel fiber pull-out specimen casting mold, a casting method and a bonding slip test method, the mold comprising a bottom plate (1), a pair of top plates (2), a scale plate (3), bolts and nuts (4), bolt holes (5) and a slice (7); a pair of top plates and a scale plate are mounted on the bottom plate through bolts and nuts through the bolt holes, and the scale plate is located between the pair of top plates; a specimen casting hollow (21) for casting concrete is provided on the top plate, the specimen casting hollow runs through the top plate, a scale line (8) is provided on the scale plate, the slice covers the open end of the specimen casting hollow, one end of the steel fiber is inserted into the specimen casting hollow along the scale line, and the other end runs through the slice. The invention has variable specimen type, variable fiber type, angle and burial depth, improves specimen manufacturing efficiency and casting quality; can stably clamp the specimen during testing, can measure a more accurate fiber bonding slip relationship, is easy to install, disassemble and clean, and effectively reduces the test cost.

The invention provides a mechanical property analysis method and system for CFRP grid reinforced concrete, parameters and a loading scheme of a CFRP grid concrete beam stress analysis model are obtained, and a linear softening model is adopted for the bond-slip relation between a CFRP grid and a concrete interface; constructing known beams which have the same height and bear external bending moment; at the first stage that the width of the bottom of the crack is smaller than the critical crack width, the load, crack parameters and stress distribution characteristics in the crack expansion process are calculated according to the known geometric characteristics of the beam, the concrete characteristics and the CFRP characteristics; and in the second stage that the crack bottom width is larger than or equal to the critical crack width, a force balance equation is described, the relation between the crack bottom width and the pressure stress of the section top is defined, and the load, crack parameters and stress distribution characteristics in the crack expansion process are obtained through calculation. According to the method, the post-cracking tensile stress in the concrete and the bonding slippage behavior between the CFRP and the concrete are considered, and the result is accurate.

This invention relates to a method for establishing a constitutive model of localized bond in ultra-high performance concrete (UHPC) structures and its finite element method implementation. Firstly, based on the energy release rate per unit crack surface, a coarse aggregate-fiber competitive fracture index is proposed. Based on this, a multi-field coupled effective fiber weighting function is constructed, explicitly incorporating factors such as coarse aggregate volume fraction, particle size, tensile strength, fiber content, bond length ratio, and cover thickness ratio. Furthermore, an internal state variable representing the degree of coarse aggregate participation is introduced within a four-stage bond-slip framework, expressing the bond stress as a superposition of three parts: matrix, fiber bridging, and coarse aggregate-rib mechanical interlocking. A dedicated UHPC-CA-reinforcement interface element and numerical implementation scheme are designed, which can improve the accuracy and engineering usability of the analysis of anchorage and lap zone in UHPC containing coarse aggregate.

The invention discloses a concrete member simulation model building method based on a BIM technology, and relates to the technical field of concrete member BIM simulation, and the method comprises the steps: obtaining design information including the geometric dimension definition of a member, a steel bar arrangement detail drawing, a concrete strength grade requirement and an external load action parameter; the method comprises the following steps: establishing a parameterized three-dimensional geometry on a BIM platform, associating strength requirements, implanting a parameterized reinforcement network model containing spatial trend, diameter, protective layer thickness and bond-slip relationship according to a reinforcement detail drawing, integrating to generate a preliminary BIM integrated model, calling a structure analysis engine to execute static and dynamic coupling numerical analysis by taking the model, strength and load as input, and establishing a structural analysis model; and generating a multi-working-condition mechanical response data set. According to the method, through reinforcement bond-slip relation definition and BIM model direct-connection static and dynamic coupling analysis, the integrity of concrete member simulation modeling and mechanical analysis is improved, and modeling and analysis integrated connection is achieved.

The invention belongs to the technical field of rock soil and structural engineering, and discloses an anchor rod bearing performance prediction method and related device based on data driving and physical constraint, and the method comprises the steps: obtaining a short anchor test curve of a to-be-tested anchor rod; based on the short anchor test curve of the to-be-tested anchor rod, and in combination with a pre-constructed bond-slip model parameter identification model, obtaining multi-stage parameters of the bond-slip model; the pre-constructed bonding-slippage model parameter identification model is a decision tree model in which preset mathematical physical constraints are introduced; substituting the multi-stage parameters of the bond-slip model into the four-linear bond-slip control equation to generate a load-slip curve of the to-be-tested anchor rod; according to the load-slip curve of the to-be-tested anchor rod, obtaining a preset bearing performance index of the to-be-tested anchor rod, and taking the preset bearing performance index as a bearing performance prediction result of the to-be-tested anchor rod; according to the method, the test cost is greatly reduced, the prediction effect is improved, high universality can be kept, and a reliable basis is provided for design and optimization of the anchor rod.

The invention provides a finite element calculation method for beam moving construction stress of a widening pier of a railway pier. The finite element calculation method comprises the following steps: establishing a three-dimensional model, and performing grid division and refinement; constructing a concrete constitutive model; obtaining a bonding-slip curve of a bonding surface similar to the actual working condition; obtaining soil layer data in a construction range of new and old piers and settlement data of the old piers, and calculating a settlement difference value of the new and old piers in beam moving construction; inputting the obtained parameters into a finite element model for fitting to obtain a concrete plastic damage model CDP and a bonding surface model; defining settlement data to boundary conditions of the bottom of the three-dimensional model of the new and old piers; the method comprises the following steps: simulating top stress change generated in a beam moving process applied to the tops of new and old piers, obtaining a stress distribution cloud chart of the interiors of the new and old piers and a bonding surface through numerical simulation, and comparing a simulation result with parameters obtained by a new and old concrete bonding surface shear failure test and a theoretical calculation value of a local pressure-bearing model; and verifying the accuracy of a stress distribution result and a bonding surface damage result.

The invention discloses a reinforced concrete pull-out test device. The reinforced concrete pull-out test device comprises a device main body, a concrete test piece clamping device, a loading device and a displacement meter fixing device, the clamping device is composed of an upper clamping plate, a lower clamping plate, an upper rotating arm and a lower rotating arm, the upper rotating arm and the lower rotating arm are connected with a common rotating arm rotating shaft, the upper clamping plate and the lower clamping plate are in a step shape, compliance layers are attached to the contact faces, and the rotating arms can independently rotate and be locked so as to adapt to the uneven surface of a test piece, and clamping lateral pressure is reduced. The loading device is composed of a loading plate, a supporting plate and paired symmetrical connecting rod pieces, opposite adjusting nuts on the connecting rod pieces are used for synchronously adjusting the inclination angle of the supporting plate, and a self-centering pair is arranged between the loading plate and the supporting plate, so that loading force is transmitted in the axis direction of the steel bar. The device effectively improves the accuracy and repeatability of the bonding-slipping test, and is suitable for scientific research and engineering detection.

The invention discloses a numerical simulation method for a tunnel support structure considering bonding and slippage, and the method comprises the following steps: determining material parameters of concrete, steel mesh and steel arch frame in the tunnel support structure, establishing bonding and slippage constitutive models between concrete and steel mesh and between concrete and steel arch frame, constructing a finite element analysis model, inserting contact units between the concrete and steel mesh and between the concrete and steel arch frame in the finite element analysis model respectively, determining the total contact area between the contact units and the concrete in the finite element model, setting mid-span pads and boundary pads in the finite element model, constraining the degrees of freedom of the boundary pads in all directions, constraining the degrees of freedom of the mid-span pads in all directions except the vertical direction, applying a vertical displacement load to the mid-span pads, calculating a damage judgment standard value according to the damage area of ​​the contact units and the total contact area after the contact units reach a preset damage standard, and evaluating whether the tunnel is unstable according to the damage judgment standard value.

The present invention discloses an interface damage evaluation method that takes into account the shear stress reversal phenomenon and data discreteness. A fluctuation distribution function is introduced into a typical interface slip function, and a bonding-slip analysis model that can simultaneously reflect the interface shear stress reversal phenomenon and the discreteness of the bonding-slip curve is theoretically derived. The model is verified using experimental data from different scholars, and a corresponding interface debonding damage evaluation method is established. The interface debonding damage evaluation method disclosed by the present invention does not require the introduction of additional empirical parameters in its bonding-slip model, has a clear physical meaning, and can explain that both the discreteness of the bonding-slip curve and the shear stress reversal phenomenon are derived from interface microcracks, further clarifying the interface debonding damage mechanism.

The invention provides a construction method of a geopolymer coating bond-slip constitutive model, and relates to the technical field of concrete bond-slip constitutive research, and the construction method comprises the following steps: carrying out a center pull-out test on a geopolymer coating steel bar pouring concrete test piece to obtain loading end slip, free end slip and bond stress data; calculating the relative slip and the average bonding stress, analyzing the relative slip and the average bonding stress to obtain the relation between the relative slip length and the average bonding stress, and correcting the relation between the relative slip length and the average bonding stress through the geopolymer influence coefficient; the bonding stress data are analyzed, and the relation between the relative anchoring position and the relative bonding stress is obtained; according to the corrected relation between the relative slip length and the average bonding stress and the relation between the relative anchoring position and the relative bonding stress, the geopolymer coating bonding slip constitutive relation is constructed, and the geopolymer coating bonding slip constitutive relation is corrected based on complex network entropy flow logic.

The application discloses a built-in magnetic three-dimensional bond-slip testing device and a mounting testing method thereof, which is used for testing the bond-slip and vertical peeling at the interface of a steel plate-concrete composite structure, is mounted on the inner side of the steel plate before pouring concrete, and comprises a steel shell and a core testing element in the steel shell, wherein the steel shell is magnetically sealed with the bottom of the steel plate; the core testing element comprises a hollow conduit, a sliding head, a pre-tightening spring and six arc-shaped steel belt strain gauges; the arc-shaped steel belt strain gauge comprises a pre-tightening arc-shaped steel belt and a resistance strain gauge attached to the pre-tightening arc-shaped steel belt, and six arc-shaped steel belt strain gauges are arranged in two groups along X, Y and Z directions, respectively, and are used for testing the slip amount along the X and Y directions and the peeling amount along the Z direction between the steel plate and the concrete. The application breaks through the defects of single testing direction and low testing dimension of the existing bond-slip testing, and significantly improves the feasibility of long-term monitoring of the interface damage of the composite structure.

The application discloses a kind of digital twin's fiber composite arch reinforced tunnel structure evaluation method, it is related to tunnel health monitoring technical field, establishes bonding slip model and total stress model, is combined with coupling temperature variation equation, coupling humidity variation equation, constructs damage rate model;Real-time data are collected, total stress is calculated after Gaussian process interpolation processing, calculate residual life and first assess whether to replace;When no replacement is needed in first assessment, future state is simulated using time series reasoning network and finite element method and life is assessed again to decide whether to replace lattice reinforced fiber composite arch, realize the dynamic evaluation and life prediction of lattice reinforced fiber composite arch reinforced tunnel structure, improve the evaluation accuracy and forwardness.

The application provides a joint bending stiffness calculation method, an electronic device and a storage medium. The method comprises the following steps: when a test beam is subjected to graded loading, the joint opening amount of the node area of the test beam and the actual strain of the anchorage reinforcement in the non-node area of the test beam under different load states are measured respectively; the structure parameters of the test beam are obtained, and the bond slip amount of the non-node area under different load states is calculated respectively according to the structure parameters and the actual strain; and the joint bending stiffness is calculated according to the bond slip amount and the joint opening amount. The application can improve the calculation accuracy of the joint bending stiffness of the anchorage joint.

The invention relates to the technical field of civil engineering materials, in particular to a fiber asphalt bond slip prediction method based on innovation-first fractional order accumulation, which comprises the following steps: firstly, selecting bond slip values obtained by performing monofilament drawing on basalt fibers in an asphalt matrix as a database, and constructing a non-negative original sequence as the input of a model; secondly, an innovation priority and fractional order accumulation operator is introduced when the model is constructed; then, a genetic algorithm is adopted to seek an optimal parameter in an innovation priority fractional order accumulation operator; and finally, applying the improved grey generalized Verhulst model to the bond slip curve prediction of the basalt fiber. According to the method, the interface performance evolution rule of the basalt fiber in the asphalt matrix can be well predicted, the influence of physical characteristics such as fiber modulus and surface morphology on interface stress transmission can be reflected, and a more reliable theoretical method is provided for predicting the interface performance of the fiber asphalt concrete.

The invention discloses a reinforcing steel bar and concrete interface displacement field testing method and device.The displacement field testing device is mainly composed of a top plate, a bottom plate, a balance plate, a lead screw assembly, a sleeve, an upper loading head, a lower loading head, a testing machine and a DIC testing device.According to the displacement field testing method, a shear test piece is fixed through the displacement field testing device; carrying out a shear experiment; collecting a speckle pattern of the interface through the DIC test device, and processing the speckle pattern to obtain a displacement field; the method comprises the following steps: firstly, dividing a single-side J-integral path in a displacement field, determining a change curve of single-side J-integral along with loading time through a J-integral calculation formula, finally, extracting axial strain of a stage line on the displacement field, and determining a bonding-slip curve by utilizing a relationship between interface shear stress and the axial strain. The method has the advantages of low experiment cost, high experiment success rate, simplicity and convenience in operation and the like.

The application discloses a built-in three-dimensional bond-slip testing device and a mounting testing method thereof, which is used for testing the bond-slip and vertical peeling at the interface of a steel plate-concrete composite structure, is mounted on the inner side of the steel plate before pouring the concrete, and comprises a steel shell and a core testing element located in the steel shell, wherein the steel shell is sealed with the bottom of the steel plate; the core testing element comprises a hollow conduit, a sliding head, a pre-tightening spring and six string strain gauges; two of the six string strain gauges are arranged along three directions of X, Y and Z respectively, and are used for testing the slip amount along the X and Y directions and the peeling amount along the Z direction between the steel plate and the concrete. The application is based on a novel internal structure, breaks through the defects of single testing direction and low dimension of the existing bond-slip testing, can realize the repetitive and intermittent non-continuous testing of the interface slip damage, and significantly improves the feasibility of long-term monitoring of the interface damage of the composite structure.

The present application relates to the field of building materials and structural engineering, and particularly relates to a method for analyzing the mechanical behavior of composite interface bonding. The method for analyzing the mechanical behavior of composite interface bonding comprises forming a composite interface; applying tensile load and alternating electric field in the axial and transverse directions of the modified carbon fiber respectively; establishing a three-linear bonding-slip constitutive model; measuring the phase angle of interface impedance in real time and calculating the interface damage index; correcting the three-linear bonding-slip constitutive model by using the damage index and analyzing the mechanical behavior of the composite interface bonding. The present application successfully deposits nano-SiO2 on the surface of carbon fiber, and also realizes the synchronous collection of interface slip, strain and impedance spectrum under multi-coupling stress, which facilitates the revelation of the synergistic mechanism of multi-field on interface damage.

The present application provides a kind of construction method of geopolymer coating bond-slip constitutive model, it is related to concrete bond-slip constitutive research technical field, the present application carries out center pull test to geopolymer coating steel reinforced concrete test piece, obtains loading end slip, free end slip and bond stress data;Calculate relative slip and average bond stress, analyze relative slip and average bond stress, obtain the relationship between relative slip length and average bond stress, the relationship between relative slip length and average bond stress is corrected by geopolymer influence coefficient;Bond stress data are analyzed, and the relationship between relative anchoring position and relative bond stress is obtained;According to the relationship between the corrected relative slip length and average bond stress, and the relationship between relative anchoring position and relative bond stress, the bond-slip constitutive relationship of geopolymer coating is constructed, and the bond-slip constitutive relationship of geopolymer coating is corrected based on complex network entropy flow logic.

The present invention discloses a method for calculating the bending bearing capacity of a prefabricated segmental beam bridge based on steel shear keys, and belongs to the technical field of prefabricated segmental beam bridges. Based on the concrete plasticity theory, the present invention constructs a theoretical force model of the plastic deformation of the prefabricated segmental beam bridge under bending, and establishes a calculation formula for the cracking bending moment of the three-section prefabricated segmental beam bridge, thereby improving the refinement and efficiency of the design; based on the fact that the bending bearing capacity at the joints of the segmental beams is mainly determined by the deformation of the compression zone of the concrete top plate and the ultimate stress of the steel strand, a calculation formula for the bending bearing capacity of the three-section prefabricated segmental beam bridge at the joints and non-joints is provided; taking into account the plastic deformation of the concrete and the bond-slip effect of the steel bars, the bending bearing capacity of the three-section prefabricated segmental beam bridge can be accurately calculated, and the safety and reliability of the calculation method are verified by comparison with the experimental values.

The invention relates to a method for calculating bonding slip of an embedded steel bar concrete member interface under the cyclic load effect, and belongs to the technical field of engineering structure reinforcement and transformation. The method sequentially comprises three parts of bonded stress analysis of embedded steel bars, calculation and correction of bond slip under the action of static load and calculation of bond slip under the action of cyclic load. According to the method, the influence of main factors such as the embedded steel bar diameter and the embedded steel bar anchoring depth of embedded steel bar bonding is considered, and the influence of key influence factors such as the embedded steel bar diameter and the embedded steel bar anchoring depth on the bonding force of the drawing bearing capacity of the embedded steel bar component is accurately described, so that a theoretical basis is provided for calculating the internal force and deformation of the embedded steel bar component; and the embedded steel bar reinforcement reconstruction engineering design is perfected.