212 results about "Stressed state" patented technology

The invention relates to a stress analysis method and system based on a small and medium span bridge steel-concrete composite structure, and belongs to the technical field of stress analysis, and the method comprises the following steps: S1, building a finite element parameterized model of a steel-concrete composite bridge; s2, constructing a slippage effect model of a steel-concrete interface based on the constitutive relationship of the steel-concrete composite bridge; s3, applying a moving load working condition, and dividing a load position of the steel-concrete composite bridge through a dynamic grid; s4, solving and correcting the structural stress of the steel-concrete composite bridge; s5, key section stress distribution of the steel-concrete composite bridge is output so as to identify the maximum tension and compression stress area; the method has the beneficial effects that the dynamic change of the load action can be accurately reflected in the model so as to reflect the stress state of the bridge under the actual traffic load; and an accurate structural stress solution is gradually approximated, and a reliable stress analysis result is obtained by comprehensively considering material characteristics, structural geometrical shapes and load distribution factors.

The invention provides a fatigue performance evaluation method and system for a U rib of an orthotropic steel bridge deck slab, and relates to the technical field of U rib fatigue performance evaluation, and the method comprises the steps: constructing a U rib model, setting a load and environmental parameter working condition combination, simulating residual stress evolution, and screening out main control parameters; a residual stress change coefficient theoretical equation is constructed, and a final formula is obtained through processing; the main control parameters are combined, the welding process without cyclic load is simulated, and initial values of the characteristic parameters are extracted; finding out the most unfavorable combination, simulating stress evolution under the action of the most unfavorable combination, extracting a final value, comparing the final value with an initial value to obtain a variable quantity, generating a fatigue comprehensive index, and comparing the fatigue comprehensive index with a preset threshold value to evaluate the fatigue performance of the U rib. The method disclosed by the invention reveals a core mechanism that residual stress, load and environmental factors cooperatively change the stress state of the U rib, provides a solid theoretical support for evaluation of the fatigue performance of the U rib, accurately quantifies the influence of main control parameters on the fatigue performance of the U rib, and remarkably improves the evaluation result of the fatigue performance.

The invention belongs to the technical field of highway bridge and culvert engineering, and discloses a multi-span hole assembly type cover plate small bridge and culvert structure construction method which is characterized in that side walls, middle walls and cover plates are transported to a construction site to be assembled after being prefabricated, so that site formwork erecting work is effectively reduced, the construction process is simplified, and the construction efficiency is improved; the connection strength and the structural stability are improved through a grouting method, and then the problem of insufficient grouting of a bedding method is further solved through a secondary grouting method; the pre-embedded steel bar groups of the adjacent cover plates are welded and connected, and by utilizing an equivalent load preloading pre-deformation method in advance, cast-in-place connection areas can bear more uniform stress distribution after being fixedly connected, the stress state in the service stage tends to be more balanced, the crack initiation risk is reduced, and the overall stability and durability of the structure are improved; rigid connection is formed between the adjacent cover plates and the middle wall, the risks of cover plate damage, slab staggering and reflection cracks caused by displacement or looseness of the abutted seam are reduced, and the structural safety and the service life of the bridge and culvert are guaranteed.

The invention discloses a method and system for calculating the longitudinal torsional rigidity effective rate of a rectangular pipe-jacking tunnel under combined acting force and a storage medium. The method comprises the following steps that S1, the bending-pressing-twisting combined acting force on a calculation unit of the rectangular pipe-jacking tunnel is obtained according to the stress condition of the rectangular pipe-jacking tunnel; s2, the stress state of the pipe jacking lining structure is judged according to the relation between the bending moment and the axial force, and the stress state of the structure is divided into two different conditions according to the position of a neutral axis; s3, for different stress states, according to deformation coordination conditions and mechanical equilibrium conditions, calculating the distance between a neutral axle on the section and the center of the section; s4, according to the torque balance condition and further according to the two different conditions, the position of the torsion center and the anti-friction torque generated by the concrete in the pressed area are calculated; and S5, calculating a joint torsion angle and equivalent torsional rigidity, and further calculating the effective rate of the torsional rigidity. The longitudinal torsional rigidity effective rate of the rectangular pipe-jacking tunnel under the bending, pressing and twisting combined acting force can be rapidly and accurately obtained, and a basis is provided for structural safety analysis of the rectangular pipe-jacking tunnel.

The invention belongs to the technical field of bridge cranes, and provides a bridge crane metal structure fatigue life evaluation method, which comprises the following steps: establishing a bridge crane simulation model through finite element software ANSYS according to a bridge crane structure, and respectively carrying out concentrated analysis on stress under a static working condition and a dynamic working condition to obtain the fatigue life of a bridge crane metal structure. The method comprises the following steps: determining a dangerous stress area, carrying out dominant analysis on stress components of the dangerous stress area under a static condition from a spatial distribution dimension of the stress components, and monitoring a uniaxial stress state of the dangerous stress area under the static condition. Deviation analysis is carried out through the multi-axis stress damage value of the dangerous stress area at the single-multi-axis change time point, the single-axis evaluation error is eliminated through multi-axis stress equivalent correction, and it is ensured that the fatigue life evaluation result is highly consistent with the actual stress damage rule of the structure.

The invention discloses a performance-based fire-resistant design method for a cable system of a large-span suspension bridge. The method comprises the steps of bridge fire-resistant category division, fire intensity division, fire-resistant target determination, adverse fire scene determination, fire response calculation, fire-resistant checking calculation, fire-resistant protection and the like. The bridge fire-resistant category, the fire intensity, the fire-resistant performance and the fire-resistant target are all divided into three levels. The adverse fire scene is determined based on the fire type, fire combustion mode, fire position, wind speed and wind direction influence and combined with the structure stress state; fire response is calculated through thermal-mechanical coupling by adopting a finite element method; the fire-resistant checking calculation can adopt a design method based on overall structure fire-resistant checking calculation or component fire-resistant checking calculation; and when the fire-resistant checking calculation of each component of the cable system does not meet the fire-resistant target, fire-resistant protection design is carried out, and a fire-resistant protection scheme is designed by combining tests and numerical simulation. The fire-resistant design method based on the performance of the suspension bridge cable system is constructed, and reference can be provided for fire-resistant design of the suspension bridge.

The invention provides constructional engineering template supporting strength detection equipment, which is applied to the technical field of constructional engineering template strength detection, and is characterized in that a bearing plate provided with a plurality of uniformly distributed threaded holes is fixedly mounted at the top of a base; a pouring mold formed by assembling a plurality of constructional engineering formworks can be fixedly installed on the bearing plate, then the first rod frame capable of rotating and swinging is installed in the shaft seat through the disc frame, and under connection of the second rod frame, the first rod frame can rotate and swing. The pushing force of the hydraulic push rod on the lower portion can act on the building engineering formwork from inside to outside in the narrow space in the pouring mold through the sleeve according to the lever principle, the stress state of the building engineering formwork in actual use is simulated, and then deformation of the stressed building engineering formwork and the pouring mold is observed and detected. Detection of the supporting strength of the constructional engineering formwork is achieved, detection is carried out in a simulation environment, and the detection accuracy can be effectively improved.

The invention discloses a method for predicting high-temperature and complex stress of a ceramic-based composite material based on strain control damage evolution, and belongs to the technical field of stress prediction of ceramic-based composite materials. The method comprises the following steps: determining material high-temperature performance degradation conditions according to temperature; the total strain (mechanical strain and thermal strain) of the material is calculated, and then based on a three-dimensional failure criterion of strain control, six damage initial criterion equations including stretching and compression in the warp direction, the weft direction and the out-of-plane direction are constructed; establishing an evolution model of damage coefficients by introducing a coupling mechanism of damage factors in different directions; combining a multi-linear constitutive relation of the ceramic matrix composite material to construct a rigidity degradation matrix, and realizing rigidity adjustment of the failure unit; and finally deducing a stress-strain relation equation to complete stress prediction of the material under the conditions of high temperature and complex load. The prediction method provided by the invention can accurately predict the complex stress state of the ceramic matrix composite material under the combined action of the high temperature and the mechanical load.

The invention relates to the technical field of electric power engineering structure failure assessment, and discloses a reinforced concrete pole icing failure assessment method, system, device and medium, and the method comprises the steps: collecting the initial data of a pole, and assessing the stress distribution and potential crack position of the pole under a specific load based on the data. According to the stress distribution and the crack position, the expansion condition of the concrete crack is determined, and the stress state of the steel bar is analyzed. And based on the stress state, executing preliminary judgment. And establishing a relation model of the critical fracture value and the critical load of the steel bar in combination with the preliminary judgment result, and calculating the probability of overall failure of the electric pole. By analyzing the stress distribution and potential cracks of the electric pole under different loads, the actual stress state of the electric pole can be accurately predicted. Through fitting the joint distribution of the preset loads, the interaction between the loads is considered, and the evaluation precision is improved. The established relation model provides a basis for electric pole failure probability evaluation based on a preliminary judgment result.

The invention discloses a mining wheel ventilation area optimal value determination method and an overall strength evaluation method thereof. The mine car wheel lacks a processing method and a quantitative standard for correspondingly and accurately evaluating the overall structural strength of the wheel in different use stages; the method for determining the optimal value of the ventilation area of the mining wheel comprises the following steps of: establishing an initial mining wheel model according to standard bending moment data and standard radial load data; the method comprises the following steps of: performing stress field analysis and fatigue life evaluation on radial and bending working conditions of an initial mining wheel model by combining a finite element model and a method for evaluating the fatigue life of the wheel to obtain actual stress states and maximum load cycle index values of the wheel under different working conditions; and obtaining the optimal value of the wheel ventilation area through topological optimization according to the actual stress states of the wheel under different working conditions and the maximum number of cycles of the load.

The invention discloses a gradient combination anti-crack diaphragm wall concrete self-constraint stress optimization design method. The method comprises the following steps: firstly, constructing a BIM three-dimensional structure model comprising material performance, temperature gradient and stress state through three-dimensional laser scanning and core sample detection; then, carrying out stress partitioning based on the model, and calculating a self-constraint stress value and a stress transfer attenuation coefficient of each partition; then establishing an expanding agent proportion optimization model, simulating stress redistribution under different doping amount gradients by adopting a finite element algorithm, and screening a minimum effective doping amount meeting a stress homogenization index; and after the anti-cracking effect is verified through dynamic simulation, a final matching scheme is output. According to the method, the BIM technology and the material gradient design are combined, precise control over the concrete self-constraint stress of the underground diaphragm wall and active optimization of the crack resistance are achieved, the technical problem that traditional homogeneous material design is difficult to adapt to complex stress distribution is solved, and the durability and safety of the underground diaphragm wall structure are remarkably improved.

The present invention discloses a stress detection method and system for a high pier bridge support structure, which relates to the technical field of stress detection of bridge support structures. The stress detection method for a high pier bridge support structure respectively obtains support state data for each bridge support column in the high pier bridge support structure, analyzes the initial stress index and performs correction processing to obtain the stress comprehensive correction index of the high pier bridge support structure, and makes a judgment and analysis with a preset stress evaluation interval. The present invention dynamically corrects by obtaining the real-time data of each support column and combining various environmental factors. The initial stress index of the support column will be corrected according to the changes in local displacement, local strain and load after each monitoring, ensuring the real-time and accuracy of stress evaluation. This precise correction mechanism can analyze the different stress states of each support column and timely reflect the dynamic changes of the structure.

The invention relates to a tunnel single-layer lining embedded grating steel frame structure and a construction method thereof, and belongs to the technical field of highway engineering. The structure is composed of a primary support, a film spraying waterproof layer, a secondary lining and embedded grating steel frames, the embedded grating steel frames are embedded into the primary support and the secondary lining respectively, the effects of transmitting shear stress and coordinating deformation are achieved, the primary support and the secondary lining form a combined beam stress state, and the overall rigidity and bearing capacity of the lining structure are remarkably improved. During construction, the arrangement distance of the grating steel frames is determined through theoretical calculation, and it is ensured that the anti-shearing requirement is met. The method has the advantages of being convenient and fast to construct, high in safety and good in economical efficiency, the lining thickness and the number of reinforcing bars can be effectively reduced, the engineering cost is reduced, meanwhile, the method adapts to tunnel engineering of different surrounding rock grades, the problem that in traditional single-layer lining, shearing force transmission between a primary support and a secondary lining is insufficient is solved, an innovative solution is provided for tunnel lining structure design, and the method is worthy of popularization and application. The method has important engineering application value and popularization prospect.

The invention provides a concrete normal section reinforcement design method and system, electronic equipment and a storage medium. The method comprises the following steps: establishing a section stress model containing multi-layer reinforcement strain distribution based on plane section assumption; the stress state of the whole process of the section from axle center compression to axle center tension is simulated by setting strain proportion parameters of the strain of the outermost reinforcing steel bar on the tension side and the limit pressure strain of the concrete; aiming at a plurality of set strain state control points, calculating stress of each steel bar layer position, contribution of the stress to axial force and bending moment and contribution of the stress to a concrete compression area; and based on the section static balance condition, the optimal reinforcement area meeting the design load requirement is determined through iterative calculation, and the configuration constraint of multiple layers of steel bars is considered in the iterative calculation. The method overcomes the defects that a traditional method overestimates the effect of the pressed steel bars and ignores the strain difference of multiple layers of steel bars, and the accuracy and safety of reinforcement design of high-performance concrete structures such as nuclear islands are remarkably improved.

The invention discloses a method and a device for determining assembly fastening force of a bolt joint part, and relates to the technical field of intelligent manufacturing. The method comprises the steps that three-dimensional point cloud measurement data of a target joint surface are acquired, and the three-dimensional point cloud measurement data comprise geometric distribution error data and / or position error data; generating a target digital twin model according to the target three-dimensional point cloud measurement data; according to the target digital twin model, stress states of a target joint part corresponding to the target joint surface are simulated, and the stress states comprise a static stress state and / or a dynamic stress state; and according to the stress state simulation information, determining a target assembly fastening force of the target joint part. According to the method, the manual dependence degree in the bolt joint part assembling fastening force determination process can be reduced, so that the labor cost in the bolt joint part assembling fastening force determination process is reduced, and the determination precision and the determination efficiency of the bolt joint part assembling fastening force can be improved.

The invention discloses a device and a method for completely transmitting a newly-added load of an existing building to an anchor rod pile, and the breakthrough technical effect that the newly-added load of the existing building is completely transmitted to a newly-added pile foundation bearing platform is achieved through accurate calculation, flexible isolation, accurate load underpinning and original foundation base stress recovery. It is ensured that the newly-added load is completely borne by the newly-added anchor rod piles, and distribution characteristics of the newly-added load are accurately calculated by establishing a building structure-foundation-foundation collaborative stress model; the flexible isolation layer is innovatively designed, and the transmission path of the newly-added load to the original foundation is effectively cut off; and a vertical deformation barostat is researched and developed, plastic deformation of the vertical deformation barostat is utilized, then the newly-added anchor rod pile is always in a preset stress state after being loaded, and the stability of the stress state of an original foundation in the load transfer process is ensured. The method is suitable for the working condition that the bearing capacity of the base is insufficient due to storey adding, functional transformation and the like of the existing building, the reinforcement cost can be reduced by about 35%, the construction period can be shortened by about 40%, remarkable economic and social benefits are achieved, and a brand new technical path is provided for foundation reinforcement of the existing building.

The present application relates to the technical field of structural engineering and discloses a limited-slippage connecting structure and a construction method of the connecting structure. The limited-slippage connecting structure comprises a prefabricated plate, a concrete plate, a welding nail and a flexible sleeve. The concrete plate is arranged on the prefabricated plate, the welding nail is located in the concrete plate, the welding nail comprises a nail column and a nail head arranged at one end of the nail column, the other end of the nail column is connected with the prefabricated plate, and the flexible sleeve is sleeved on the nail column. The limited-slippage connecting structure can provide a proper slippage amount, effectively reduce the tensile stress of the concrete plate, and improve the long-term performance and durability of the concrete plate. At the same time, the limited-slippage connecting structure also has an anti-lifting effect to resist the separation and lifting of the concrete plate, reduce the sudden increase of the partial segment shear force caused by the excessive release of the combined effect, and improve the stress state of the transition section concrete plate.

The utility model relates to the technical field of geotechnical engineering and railway construction, and particularly discloses a vibration reduction and deformation resistance steel sheet pile for deep foundation pit engineering close to an existing railway line, which comprises a steel sheet pile, a vertical load-bearing steel bar, a connecting component, a vibration isolation and reduction interlayer and a protective steel plate. By adopting a composite structure form of steel sheet piles, vibration isolation and reduction interlayers and vertical load-bearing steel bars, the structure reinforcing function and the vibration isolation function are organically combined, and a brand-new supporting structure system is formed; the vertical stressed steel bars are matched with the vibration isolation and reduction interlayer and the damping spring shock absorbers, the vertical stressed steel bars mainly share tensile stress to improve the stress state, the vibration isolation and reduction interlayer mainly absorbs vibration energy to weaken vibration transmission, and the comprehensive performance of the steel sheet pile is remarkably improved through the combined action of the vibration isolation and reduction interlayer and the damping spring shock absorbers; meanwhile, according to the scheme, by optimizing arrangement of the vertical load-bearing steel bars, selection of vibration isolation and reduction materials and arrangement of connecting components, the whole structure has the good reinforcing effect and vibration reduction performance, and construction convenience and economical efficiency are taken into consideration.

The invention relates to the technical field of steel structure engineering construction, in particular to a super-long independent steel column segmented locking type temporary stabilizing device and a construction method thereof, and is suitable for the overall lifting stage of a multi-layer aerial corridor. The device comprises a first locking assembly surrounding a concrete column and providing an X-direction lateral fulcrum; the second locking assembly is fixedly connected to the surface of the steel column to form a force transmission interface; and the connecting conversion assembly connects the steel column and the concrete column into a whole, so that the X-direction load of the steel column is transmitted to the concrete column in sections. The super-long steel columns are temporarily decomposed into short column stress sections with the length not larger than the designed length, and lateral displacement is remarkably restrained. The construction method comprises the steps that the device is installed at the corridor joint, pre-tightening force is synchronously applied, displacement is monitored in real time, overall dismantling is conducted after lifting is completed, and no residue exists after dismantling. The method is not pre-buried and fully recycled, super-long columns are restored to be in a short column stress state, lateral displacement is reduced, steel is saved, the construction period is shortened, green construction and appearance completeness are both considered, and the method is suitable for a large-span corridor overall lifting project.

The invention discloses a rock axial tensile strength and transverse shear strength testing device which comprises a rack, a lower end axial clamp and an upper end axial clamp are arranged in the rack, and a rock sample to be tested is fixed between the lower end axial clamp and the upper end axial clamp; the lower-end axial clamp is fixedly arranged in the rack, and the upper-end axial clamp moves in the rack along the axial direction to apply axial tension to a rock sample to be tested; the rack is internally provided with at least one group of transverse pushing and pressing mechanisms, and the transverse pushing and pressing mechanisms are arranged on the side surface of a to-be-tested rock sample and apply transverse pushing force to the to-be-tested rock sample. According to the invention, the axial tensile strength and the transverse shear strength of the rock sample are tested by axially applying the tensile load and transversely applying the linear pressure load; and a research platform is provided for the mechanical strength change rule of the rock in actual engineering application under different stress state conditions.

The invention provides a method for designing a transverse unbonded prestressed steel bar anchorage device structure of a bridge deck slab, and relates to the technical field of bridge steel bar construction. The design method of the transverse unbonded prestressed steel bar anchorage device structure for the bridge deck slab comprises the following steps that S1, the unbonded prestressed steel bar anchorage device structure suitable for the transverse prestressed steel bar distribution requirement of the bridge deck slab is designed and completed by combining the steel bar distribution space of the bridge deck slab and referring to the size parameters of transverse prestressed flat anchors. According to the method, the occupied space of rib arrangement is small, the requirement for rib arrangement of narrow sections of bridge decks and the like is met, an unbonded structure is adopted, construction is easy, pipeline reservation and later grouting are not needed, the risk that prestressed ribs are corroded and fractured in a high-stress state due to the fact that pipeline grouting is not solid, hole channel slurry leakage or slurry separation is eradicated, and the service life of the prestressed ribs is prolonged. The unbonded prestressed steel bar is anchored in a supporting type threaded mode, the anchoring precision is high, and the tensioning control requirement can be met through one-time precise tensioning.

The invention discloses a combined structure of a height difference concrete beam and a steel pipe concrete column ring beam and a construction method.The combined structure comprises a circular steel pipe concrete column, an integrally-machined ring beam and a variable-height-difference concrete frame beam, the circular steel pipe concrete column comprises a circular steel pipe and self-compacting concrete, and the circular steel pipe is filled with the self-compacting concrete; two reinforcing outer ring plates which are vertically distributed at intervals are fixedly welded to the outer periphery of the circular steel pipe, the ring beam is fixedly connected with the reinforcing outer ring plates, and one end of the concrete frame beam is fixedly connected with the ring beam. According to the combined structure, the height or thickness of the component can be flexibly adjusted according to actual loads and topographic conditions, and the combined structure adapts to various complex working conditions; the stress state of the component can be optimized by changing the height or thickness, and the overall performance of the structure is improved; the component size can be reduced at the part with smaller stress, and the material and the construction cost are saved; complex load distribution and topographic conditions can be effectively adapted, and the bearing capacity and the anti-seismic property of the structure are improved.

The invention discloses a construction method for segmentally cutting and removing arch ribs of a half-through multi-connected arch bridge in a navigable water area, and belongs to the technical field of highway bridges. The method comprises the steps that a zero-stress-state cutting technology system for the H-shaped steel temporary lock catches at the vault is installed, and the H-shaped steel lock catches are used for bearing and gently transferring internal force of the section of the vault in advance before cutting; an arch foot directional collapse auxiliary device is installed, and a guide frame with a guide arc surface is adopted to guide the to-be-dismantled stand column to collapse in the preset direction; an arch foot root vertical back pressure technical system is installed, vertical pressure is applied through a back pressure device, and horizontal thrust of the arch ribs is counteracted in cooperation with the filled profile steel and the pier caps; a temporary opposite-pull device auxiliary dismantling technology system is added to the end of the installed arch rib, and a temporary opposite-pull rod and an anchoring structure for connecting the arch rib and a tie bar are arranged so as to balance structural internal force in the dismantling process. Through the synergistic effect of the four technical systems, safe arch crown cutting, arch springing stability and arch rib force system balance are achieved.

The invention relates to the technical field of engineering support of metal mine high-stress stratums, in particular to a metal mine high-stress stratum ultra-deep vertical shaft oval lining support structure and method.The metal mine high-stress stratum ultra-deep vertical shaft oval lining support structure comprises an oval vertical shaft wall and a composite support system, and the composite support system comprises an initial flexible support, a shaft outer lining and a shaft inner circular lining; the long axis of the oval well wall is arranged in the maximum horizontal principal stress direction of primary rock stress. A traditional round shaft is changed into an oval shaft, the long axis extending direction of the oval shaft is kept consistent with the maximum principal stress direction, the tensile stress area is effectively expanded to the two sides of the long axis, the surrounding rock pressure is effectively released, after optimization, stress distribution is remarkably improved, the maximum principal stress is dominated by pressure stress, and the stress distribution is reduced. Compared with a traditional circular structure, a more reasonable stress state is realized; the minimum principal stress is also greatly reduced after filling, and the overall stress performance is remarkably improved.

The invention relates to a metal plate plastic forming method, in particular to a stamping-bulging composite forming method for an annular corrugated diaphragm of a welded expansion joint. The stress state of the formed diaphragm can be adjusted, the inner side pressure stress of the bent position of the corrugated diaphragm is converted into tensile stress, sufficient plastic deformation occurs in a formed area, and springback is reduced. By adjusting the stamping drawing force and the bulging internal pressure, the equivalent stress distribution of the diaphragm forming area can be more uniform, the stress difference of all the areas is reduced, then the warping of the forming area is reduced after the load is removed, and the forming precision is improved. The large radial stress can be generated in the diaphragm forming area only by applying small pressure to the middle area of the diaphragm blank, the large radial stress is used for adjusting the stress state of the diaphragm forming area, and therefore the high requirement of large bulging pressure on equipment and a die can be avoided.

The invention belongs to the technical field of hoisting, and particularly relates to an intermediate duplex hoisting method. The special-shaped temporary lifting lugs are welded to the five equal division points of the top of the front-end middle body and the top of the rear-end middle body respectively in a pairwise mode, the welding strength is ensured through magnetic powder inspection, and the duplex middle body is always in a stable stress state in the hoisting process through standard operation of multiple times of 90-degree overturning; and the deformation risk caused by uneven stress is reduced. Inverted horizontal hoisting and step-by-step overturning reduce the hoisting height and the complexity of transverse displacement, and meanwhile, by means of the synergistic effect of the lifting lugs and the welding platform, it is ensured that workpieces are accurately positioned. The using sequence of the lifting lugs is adjusted in stages, the rear-end middle body and the front-end middle body face upwards alternately, the lifting path is further optimized, and the operation time is shortened.

The invention provides a discrete ballastless track tension-compression fatigue damage rapid calculation method, which comprises the following steps of: uniformly measuring a complex stress state and a simple stress state through a damage energy release rate, and decomposing tension-compression effective stress by utilizing a fourth-order projection tensor, so that the tension-compression effective stress value is equivalent to a uniaxial tension-compression stress value under a uniaxial loading condition; constructing a hyperbolic function with a natural constant as a base and a damage variable as an index on the basis of the damage energy release rate and in combination with three-stage damage characteristics of high-cycle fatigue of the material; carrying out integration on fatigue loading times through tension and compression damage, and deducing to obtain a discrete transcendental differential function of the damage related to the loading times; function variables are defined, an initial value is set, an iteration format is established, the discrete transcendental differential function is solved through a numerical integration method, and a calculation result graph is drawn. The model is simplified, and the calculation efficiency is improved; a high-order tensor stress updating algorithm does not need to be constructed, redundant calculation is reduced, and the data processing efficiency and the calculation speed during parameter analysis are greatly improved.

The invention provides a method, a device, equipment and a medium for evaluating the residual life of a cableway structural component, and the method comprises the steps: carrying out the conformity judgment of a to-be-evaluated component, and determining whether the to-be-evaluated component is a cableway long-acting basic structural component or not; if the to-be-evaluated component is the cableway long-acting basic structure component, multi-stage state judgment with a logic progressive relation is sequentially carried out on the to-be-evaluated component, and the previous-stage judgment is a necessary condition for entering the next-stage judgment; and if the to-be-evaluated part passes the multi-stage state evaluation, evaluating the residual life of the to-be-evaluated part according to the surface state and the stress state of the to-be-evaluated part. By adopting the scheme, the accuracy and the reliability of the residual life estimation result of the cableway structural component are improved.

The utility model relates to the technical field of steel structure bridge joint connection, in particular to a rapid assembly type steel structure bridge joint which comprises a lower stand column, an upper stand column arranged above the lower stand column and a bridge beam perpendicular to the stand columns. The first connecting part is inserted into the second connecting part, one end of the bridge beam is inserted into the second connecting part, the upper stand column and the lower stand column are quickly connected, and a firm connecting structure can be formed by injecting concrete into the square groove. The first connecting part, the second connecting part and the bridge cross beam are tightly connected together, the structural strength of the connecting joint is improved, the durability of the joint is enhanced, the bridge can bear larger loads and more complex stress states, the supporting rod with the adjustable length is arranged on one side of the lower stand column, and the supporting rod is convenient to use. The supporting rods are used for supporting the bridge beam.

The application belongs to the technical field of bridge construction, and is a beam bridge load test method based on time history curve. The method firstly carries out static load test, and then arranges test vehicles at key parts of the test bridge surface by using a step loading mode, and measures deflection points and strain points. Then, the static load test efficiency is calculated through the bridge static load test. According to the step loading mode and the static load test efficiency, a multi-working-condition bridge model is established by using a finite element method to collect time history curves. Finally, dynamic load test is carried out, control sections of each span of the bridge are selected as test sections, and strain fluctuation amplitude, impact coefficient and the like are measured through the dynamic load test. According to the test data, the stress state of the structure under dynamic load is analyzed. The application combines static load test and dynamic load test, can reflect the working performance of the bridge structure under design load, and has high reliability.