Plate-truss combination simulation method, system and equipment and computer readable storage medium

Abstract

The invention discloses a plate-truss combined simulation method, system and equipment and a computer readable storage medium, and relates to the technical field of bridge engineering.The method specifically comprises the steps that a target full-bridge model is constructed, the target full-bridge model comprises a beam unit, a plate unit and a truss unit, the beam unit is used for simulating and generating a main truss, a main tower and longitudinal and transverse beams, and the plate unit is used for simulating and generating a concrete plate; the truss unit is used for simulating and generating stay cables; the beam unit corresponding to the main tower and the beam units corresponding to the main truss and the longitudinal and transverse beams in the current section are activated, and the preset maximum bearing reaction force is applied to the main beam; activating the beam units corresponding to the main beam and the longitudinal and transverse beams in the next section; activating and applying a preset force to the truss unit; activating the plate unit with the abnormal elastic modulus and the plate unit with the preset volume weight; passivating the plate units with the abnormal elastic modulus and the corresponding plate units with the preset volume weight, and activating the plate units with the normal elastic modulus and the corresponding plate units with the preset volume weight so as to realize plate-truss combination simulation. The method is simple in calculation and high in reliability.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of bridge engineering, and in particular to a plate-truss combination simulation method, system, device and computer readable storage medium. BACKGROUND

[0002] At present, with the continuous growth of economy and the development of society, the demand for transportation infrastructure construction in China is increasing, especially in bridge engineering. Steel truss bridges have been widely used due to their light structure weight, large span, low cost and other advantages. At the same time, with the sharp increase in traffic volume and the continuous improvement of traffic load, the operational safety performance requirements of steel truss bridges are gradually increasing. To cope with these challenges, concrete plate-truss combination girder bridges, as a new type of steel truss bridge, have shown obvious advantages in improving bridge stiffness, improving main truss stress performance, reducing steel consumption and improving economy, and have been widely adopted.

[0003] However, during the construction process of the steel truss combination girder cable-stayed bridge, the process is complex and the content is numerous, and the construction process has a direct impact on the internal force and linear shape of the final bridge structure. Different construction processes may cause differences in the internal force distribution between the steel main girder and the bridge deck slab. If not fully considered, the bridge deck slab concrete may crack during construction and operation, thereby affecting the safety and durability of the structure.

[0004] In the prior art, before the steel truss girder is combined with the concrete slab, the concrete slab is placed on the main girder, and the two are independent of each other, i.e. the concrete slab does not participate in the structure stress, and its weight is generally applied to the main girder by equivalent load. Specifically, when analyzing by using the above equivalent load method, constraint conditions are applied to the bottom of each component, and then the load distribution ratio is calculated according to the support reaction force and weight ratio of each component. However, this method has a complex calculation process, and only places the concrete slab on the main girder without considering the actual interaction between the concrete slab and the steel truss girder, thereby causing the constraint conditions applied to be inconsistent with the actual situation, resulting in a deviation of the load distribution ratio from the actual situation, so that the structure stress performance cannot be accurately calculated. Therefore, how to provide a plate-truss combination simulation method with simple calculation and high reliability is a current problem to be solved. SUMMARY

[0005] The present application provides a plate-truss combination simulation method, system, device and computer readable storage medium, which can solve the technical problems of complex calculation and ignoring the actual interaction between the concrete slab and the steel truss girder in the prior art.

[0006] In a first aspect, an embodiment of the present application provides a plate-truss combination simulation method, which comprises: constructing a target full-bridge model, the target full-bridge model comprising beam elements, plate elements and truss elements, the beam elements being used to simulate generation of main trusses, main towers and longitudinal and transverse beams, the plate elements being used to simulate generation of concrete slabs, and the truss elements being used to simulate generation of stay cables; activating the beam elements corresponding to the main towers and activating the beam elements corresponding to the main trusses and the longitudinal and transverse beams in the current segment, and applying a preset maximum support reaction force to the main beams connected with the plate elements to simulate a bridge girder erection crane; activating the beam elements corresponding to the main beams and the longitudinal and transverse beams in the next segment to simulate assembly of the steel beams by the bridge girder erection crane; activating and applying a preset force to the truss elements to simulate tensioning of the steel beams by the stay cables; activating the plate elements with abnormal elastic modulus and the plate elements with preset capacities corresponding to the plate elements with abnormal elastic modulus to simulate weights of the prefabricated slabs and wet joint weights corresponding to the plate elements with abnormal elastic modulus; passivating the plate elements with abnormal elastic modulus and the plate elements with preset capacities corresponding to the plate elements with abnormal elastic modulus, and activating the plate elements with normal elastic modulus and the plate elements with preset capacities corresponding to the plate elements with normal elastic modulus to realize plate-truss combination simulation.

[0007] In combination with the first aspect, in an implementation, after the step of activating the beam elements corresponding to the main towers and activating the beam elements corresponding to the main trusses and the longitudinal and transverse beams in the current segment, the method comprises: respectively setting ages corresponding to the beam elements in the current segment and the next segment to simulate actual performance of the longitudinal and transverse beams; respectively setting constraint conditions corresponding to the beam elements in the current segment and the next segment to simulate constraint modes of the main towers; respectively setting preset connection modes corresponding to the beam elements in the current segment and the next segment to simulate connection relationships between the main trusses and the piers.

[0008] In combination with the first aspect, in an implementation, the constraint conditions comprise that the constraint at the bottom of the main tower is a fixed constraint, and the preset connection modes comprise that the connection between the main trusses and the piers is an elastic connection.

[0009] In combination with the first aspect, in an implementation, the step of activating and applying a preset force to the truss elements comprises: activating the truss elements; setting connection relationships between the beam elements corresponding to the main beams and the truss elements and between the beam elements corresponding to the main towers and the truss elements to simulate connections between the cable beams and the cable towers; applying a preset force to the truss elements.

[0010] In combination with the first aspect, in an implementation, the connection relationships between the beam elements corresponding to the main beams and the truss elements and between the beam elements corresponding to the main towers and the truss elements are both rigid elastic connections.

[0011] With reference to the first aspect, in an implementation form of the first aspect, the non-normal-elasticity modulus plate element is located directly above the normal-elasticity modulus plate element.

[0012] With reference to the first aspect, in an implementation form of the first aspect, the connection between the non-normal-elasticity modulus plate element and the main beam is a rigid-elastic connection.

[0013] The second aspect, the embodiment of the present application provides a plate-truss combination simulation system, the plate-truss combination simulation system comprises: The first processing module is configured to construct a target full-bridge model, the target full-bridge model comprising beam elements, plate elements and truss elements, the beam elements being configured to simulate generation of main trusses, main towers and longitudinal and transverse beams, the plate elements being configured to simulate generation of concrete slabs, and the truss elements being configured to simulate generation of stay cables; The second processing module is configured to activate the beam elements corresponding to the main towers and the beam elements corresponding to the main trusses and the longitudinal and transverse beams in the current segment, and apply a preset maximum support reaction force to the main beams, which are connected to the plate elements, to simulate a beam erection crane. The third processing module is configured to activate the beam elements corresponding to the main beams and the longitudinal and transverse beams in the next segment to simulate assembly of the steel beams by the beam erection crane. The fourth processing module is configured to activate and apply a preset force to the truss elements to simulate tensioning of the steel beams by the stay cables. The fifth processing module is configured to activate the plate elements of non-normal-elasticity modulus and the plate elements of preset capacity corresponding to the plate elements of non-normal-elasticity modulus to simulate weights of precast slabs corresponding to the plate elements of non-normal-elasticity modulus and weights of wet joints. The sixth processing module is configured to inactivate the plate elements of non-normal-elasticity modulus and the plate elements of preset capacity corresponding to the plate elements of non-normal-elasticity modulus, and activate the plate elements of normal-elasticity modulus and the plate elements of preset capacity corresponding to the plate elements of normal-elasticity modulus to realize plate-truss combination simulation.

[0014] The third aspect, the embodiment of the present application provides a plate-truss combination simulation device, the plate-truss combination simulation device comprises a processor, a memory, and a plate-truss combination simulation program stored in the memory and executable by the processor, wherein when the plate-truss combination simulation program is executed by the processor, the steps of the plate-truss combination simulation method according to any one of the preceding aspects are implemented.

[0015] The fourth aspect, the embodiment of the present application provides a computer readable storage medium, the computer readable storage medium stores a plate-truss combination simulation program, wherein when the plate-truss combination simulation program is executed by a processor, the steps of the plate-truss combination simulation method according to any one of the preceding aspects are implemented.

[0016] The technical scheme provided by the embodiment of the present application has the following beneficial effects: By constructing a target full bridge model including beam units, plate units and truss units, wherein the beam units are used to simulate the generation of main trusses, main towers and longitudinal and transverse beams, the plate units are used to simulate the generation of concrete plates, and the truss units are used to simulate the generation of stay cables, the mutual influence between the concrete plates and the main beams connected with the plate units is considered, so that the overall behavior of the structure can be simulated more accurately; the beam units corresponding to the main towers are activated, and the beam units corresponding to the main trusses and the longitudinal and transverse beams in the current segment are activated, and the preset maximum support reaction force is applied to the main beams to simulate the gantry crane; the beam units corresponding to the main beams and the longitudinal and transverse beams in the next segment are activated to simulate the assembly of the gantry crane to the steel beams; the truss units are activated and the preset force is applied to the truss units to simulate the tensioning of the steel beams by the stay cables; the plate units with abnormal elastic modulus and the plate units with the corresponding preset capacity of the plate units are activated to simulate the weight of the prefabricated plates corresponding to the plate units with abnormal elastic modulus and the weight of the wet joints; the plate units with abnormal elastic modulus and the plate units with the corresponding preset capacity of the plate units are passivated, and the plate units with normal elastic modulus and the plate units with the corresponding preset capacity of the plate units are activated, that is, by adjusting the plate units with abnormal elastic modulus, the plate units with normal elastic modulus and the plate units with the preset capacity, the process of simulating the plate truss combination can be realized, and it is not necessary to repeatedly modify the equivalent load, so that the calculation efficiency is improved. BRIEF DESCRIPTION OF DRAWINGS

[0017] Figure 1 A flowchart of the plate truss combination simulation method embodiment of the present application; Figure 2 A schematic diagram of the prefabricated plate and the wet joint in the plate truss combination simulation process in the present application; Figure 3 A schematic diagram of the prefabricated plate and the wet joint after the plate truss combination simulation in the present application is completed; Figure 4 A schematic diagram of the plate unit with abnormal elastic modulus, the plate unit with normal elastic modulus, the main beam and the rigid elastic connection in the present application; Figure 5 A functional module schematic diagram of the plate truss combination simulation system embodiment of the present application; Figure 6 A hardware structure schematic diagram of the plate truss combination simulation equipment involved in the embodiment scheme of the present application; 1, plate unit with abnormal elastic modulus; 2, plate unit with normal elastic modulus; 3, main beam; 4, rigid elastic connection. DETAILED DESCRIPTION

[0018] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.

[0019] To make the objectives, technical solutions, and advantages of this application clearer, the embodiments of this application will be described in further detail below with reference to the accompanying drawings.

[0020] In a first aspect, embodiments of this application provide a plate girder combination simulation method.

[0021] In one embodiment, reference is made to Figure 1 , Figure 1 This is a flowchart illustrating an embodiment of the plate-girder combination simulation method of this application. Figure 1 As shown, the plate-girder combination simulation method includes: Step S10: Construct the target full bridge model, which includes beam elements, plate elements and truss elements. The beam elements are used to simulate and generate the main truss, main tower and longitudinal and transverse beams. The plate elements are used to simulate and generate the concrete slab. The truss elements are used to simulate and generate the stay cables.

[0022] In this embodiment of the application, the target full-bridge model refers to a cable-stayed bridge with steel trusses. This cable-stayed bridge can be simulated using engineering analysis and design software such as Midas. The target full-bridge model includes beam elements, plate elements, and truss elements. By setting appropriate material properties and geometric parameters for the beam elements, the load-bearing capacity and mechanical behavior of these long-span bridges can be accurately simulated. This model can be used to simulate and generate the main truss, main tower, and longitudinal and transverse beams. By refining the mesh of the plate elements, the bending and shear mechanical responses of the plates can be reflected, ensuring a thorough analysis of the stress on the bridge deck and other structural panels. This model can be used to simulate and generate concrete slabs. The truss elements can accurately simulate the tensile characteristics of the stay cables and are optimized through parameters such as stiffness and load transfer to ensure the mechanical connection between the stay cables and the main bridge structure. This model can be used to simulate and generate stay cables. It should be understood that during the entire construction process of the target full-bridge model, the relationships between beam elements, plate elements, and truss elements are interdependent and closely collaborative, thus comprehensively reflecting the overall mechanical response of the bridge structure under different loads, thereby ensuring the accuracy and stability of the target full-bridge model.

[0023] Step S20: Activate the beam unit corresponding to the main tower and activate the beam unit corresponding to the main truss and longitudinal and transverse beams in the current segment, and apply the preset maximum support reaction force to the main beam to simulate the girder erection crane. The main beam is a beam connected to the plate unit.

[0024] Exemplarily, in the embodiments of the present application, the maximum support reaction force refers to the support force generated by the hoisting equipment (such as a girder erection crane) when hoisting the girder, which reflects the maximum load requirement in the hoisting process; the specific value of the preset maximum support reaction force can be determined according to actual needs, which is not limited herein, for example, the maximum support reaction force of the front and rear anchor points of the crane under its own weight can be calculated according to the crane design drawings; the main girder refers to the girder connected with the concrete slab, which includes part of the girder in the main truss and part of the girder in the longitudinal and transverse girder.

[0025] Specifically, when simulating the girder erection crane, first, the girder units corresponding to the main tower need to be activated, which are used to simulate the force transmission of the main tower and the connection with the bridge structure, which helps to ensure that the main tower can bear and transmit external loads during construction, thereby ensuring the stability of the structure; at the same time, the girder units corresponding to the main truss and the longitudinal and transverse girder in the current segment are activated, which bear the main load of the bridge and are connected with the main tower, and form an overall structural response through mechanical transmission, which can effectively simulate and analyze the stress condition and deformation response of the bridge structure under different loads; then the preset maximum support reaction force is applied to the main girder in the form of node load, which helps to accurately simulate the influence of the crane on the bridge structure during construction, and also can evaluate the safety of the bridge structure under different hoisting methods.

[0026] Step S30: activating the girder units corresponding to the main girder and the longitudinal and transverse girder in the next segment to simulate the assembly of the steel girder by the girder erection crane.

[0027] Exemplarily, in the embodiments of the present application, during the assembly of the steel girder by the girder erection crane, the mechanical transmission during the assembly of the steel girder can be simulated by activating the girder units corresponding to the main girder and the longitudinal and transverse girder in the next segment, so as to ensure the connection relationship and load transmission path between the current segment and the next segment. It can be understood that the girder units corresponding to the main girder and the longitudinal and transverse girder in the current segment have been activated and the steel girder crane has also been simulated, so that after activating the girder units corresponding to the main girder and the longitudinal and transverse girder in the next segment, the assembly of the girder units corresponding to the main girder and the longitudinal and transverse girder in the current segment and the next segment by the girder erection crane can be further simulated; at the same time, after the assembly of the two segments is completed, the girder erection crane node load is moved forward by a distance of two segments, so as to simulate the construction of the subsequent segments. The above process not only ensures the stress transmission and stability analysis during the assembly process, but also provides a scientific basis for subsequent construction, effectively optimizes the hoisting scheme, reduces the construction risk, improves the construction efficiency, and ensures the safety and stability of the overall structure of the bridge.

[0028] Step S40: activating and applying a preset force to the truss unit to simulate the tensioning of the steel girder by the cable.

[0029] For example, in the embodiments of the present application, the preset force refers to an external force, and the specific value can be determined according to actual requirements, which is not limited herein. Specifically, after the two beam segments are spliced, the spliced beam segment needs to be tensioned and fixed by the stay cable. In the process of simulating the tensioning of the steel beam by the stay cable, the truss unit can be activated to ensure that the truss unit is in a state of participating in mechanical calculation in the target full-bridge model, and then the preset force is applied to simulate the tension applied by the stay cable in the actual construction. In this process, the tension of the stay cable is transmitted through the truss unit, thereby affecting the overall stress condition and deformation characteristics of the steel beam. Through the accurate simulation of the above series of steps, the tensioning effect of the stay cable on the steel beam can be effectively reproduced, thereby providing reliable data support for the design optimization of the bridge structure and the development of the construction scheme.

[0030] Step S50: activating the plate unit with abnormal elastic modulus and the plate unit with preset unit weight corresponding to the plate unit with abnormal elastic modulus to simulate the weight of the prefabricated plate and the weight of the wet joint corresponding to the plate unit with abnormal elastic modulus.

[0031] For example, in the embodiments of the present application, the plate unit with abnormal elastic modulus refers to a plate unit with low elastic modulus, that is, the elastic modulus corresponding to the plate unit with abnormal elastic modulus is smaller than the elastic modulus corresponding to the plate unit with normal elastic modulus, and for example, the low elastic modulus can be preferably 0.0001 Pa. The plate unit with preset unit weight refers to a plate unit with normal unit weight, and the specific value can be determined according to actual requirements, which is not limited herein. The process of activating the plate unit with abnormal elastic modulus and the plate unit with preset unit weight corresponding to the plate unit with abnormal elastic modulus aims to reflect the influence of the weight of the prefabricated plate and the weight of the wet joint on the bridge structure through numerical simulation. Specifically, activating the plate unit with low elastic modulus does not increase the overall stiffness of the structure, and activating the plate unit with normal unit weight can accurately simulate the weight distribution of the prefabricated plate and the wet joint. Through the above-mentioned manner, the plate unit can transfer load according to its weight when bearing the weight of the prefabricated plate and the weight of the wet joint, but due to the setting of the low elastic modulus, the overall stiffness of the bridge structure remains unchanged, thereby ensuring that the mechanical properties of the overall bridge structure will not be changed due to the increase in weight.

[0032] Step S60: passivating the plate unit with abnormal elastic modulus and the plate unit with preset unit weight corresponding to the plate unit with abnormal elastic modulus, and activating the plate unit with normal elastic modulus and the plate unit with preset unit weight corresponding to the plate unit with normal elastic modulus to realize plate-truss combination simulation.

[0033] For example, in the embodiments of the present application, after simulating the weight of the prefabricated plate and the weight of the wet joint corresponding to the plate unit 1 with abnormal elastic modulus, the plate unit 1 with abnormal elastic modulus and the plate unit with preset unit weight corresponding to the plate unit 1 with abnormal elastic modulus can be passivated, that is, the elastic modulus and the unit weight of the plate unit are set to near zero or a very small value, so that the plate unit no longer plays any role in the overall structure analysis. For example, in the embodiments of the present application, the plate unit with normal elastic modulus refers to a plate unit with normal elastic modulus, and the specific value can be determined according to actual requirements, which is not limited herein. The plate unit with preset unit weight refers to a plate unit with normal unit weight, and the specific value can be determined according to actual requirements, which is not limited herein. Figure 2As shown, the plate units 2 with normal elastic modulus are reactivated to restore the stiffness characteristics of these plate units, so that they can play a normal role in the analysis of the bridge structure, and the plate units with normal unit weight are activated to ensure that the elastic response of the plate units under stress is consistent with the normal unit weight, so as to accurately reflect the combination effect of the precast plate and the wet joint. The above-mentioned manner enables the stiffness and mass of the structure in the plate-truss combination area to be correctly simulated, ensures that the load is reasonably transmitted and distributed on the premise that the overall stiffness is not changed, and thus accurate structural analysis is realized.

[0034] It can be understood that, with reference to Figure 3 As shown, after the plate units 2 with normal elastic modulus and the corresponding plate units with preset unit weight are activated, it is indicated that the precast plate has been connected with the main beam 3 through the wet joint to form a whole, at this time, the plate units 2 with normal elastic modulus and the main beam 3 in the target full-bridge model realize collaborative stress through the common node; wherein, since the theoretical thickness of the concrete plate cannot be automatically calculated according to the plate unit, the theoretical thickness of the concrete plate needs to be calculated according to the size of the precast plate and corrected, and the specific calculation formula is as follows:

[0035] Wherein, h is the theoretical thickness of the concrete plate (m), A c is the cross-sectional area of the precast plate (m), and u is the perimeter of the precast plate in contact with the atmosphere (m). After the theoretical thickness of the concrete plate is calculated, the stiffness and mass distribution of the plate unit can be corrected based on the theoretical thickness, so as to ensure that the mechanical properties of the plate unit are correctly simulated in the finite element analysis, so that the deformation and stress state of the precast plate can be more accurately reflected when the bridge structure bears the load.

[0036] It should be noted that, after the plate-truss combination simulation is completed, the construction stage analysis of the target full-bridge model can be performed on the Midas software, and the internal force, deformation and stress state of the main truss and longitudinal and transverse beams when the concrete deck participates in the stress system of the structure, the load transmission mode between the plates of the structure, the influence of the concrete plate on the bending stiffness, shear stiffness and torsional stiffness of the plate-truss combination beam, etc. can be further obtained from the software.

[0037] The application simulates the overall behavior of the structure more accurately by constructing a target full bridge model including beam units, plate units and truss units, wherein the beam units are used to simulate the generation of main trusses, main towers and longitudinal and transverse beams, the plate units are used to simulate the generation of concrete plates, and the truss units are used to simulate the generation of stay cables, and the mutual influence between the concrete plates and the main beams connected with the plate units is considered; the beam units corresponding to the main towers are activated, and the beam units corresponding to the main trusses and the longitudinal and transverse beams in the current segment are activated, and a preset maximum support reaction force is applied to the main beams to simulate a beam erection crane; the beam units corresponding to the main beams and the longitudinal and transverse beams in the next segment are activated to simulate the assembly of the steel beams by the beam erection crane; the truss units are activated and a preset force is applied to the truss units to simulate the tensioning of the steel beams by the stay cables; the plate units with abnormal elastic modulus and the plate units with a preset capacity corresponding to the plate units with abnormal elastic modulus are activated to simulate the weight of the prefabricated plates corresponding to the plate units with abnormal elastic modulus and the weight of the wet joints; the plate units with abnormal elastic modulus and the plate units with a preset capacity corresponding to the plate units with abnormal elastic modulus are inactivated, and the plate units with normal elastic modulus and the plate units with a preset capacity corresponding to the plate units with normal elastic modulus are activated, that is, the process of simulating the plate-truss combination is realized by adjusting the plate units with abnormal elastic modulus, the plate units with normal elastic modulus and the plate units with a preset capacity, and it is not necessary to repeatedly modify the equivalent load, thereby improving the calculation efficiency.

[0038] Further, in an embodiment, after the step of activating the beam units corresponding to the main towers and activating the beam units corresponding to the main trusses and the longitudinal and transverse beams in the current segment, the method further comprises: setting the age corresponding to the beam units in the current segment and the next segment respectively to simulate the actual performance of the longitudinal and transverse beams; setting the constraint condition corresponding to the beam units in the current segment and the next segment respectively to simulate the constraint mode of the main towers; setting the preset connection mode corresponding to the beam units in the current segment and the next segment respectively to simulate the connection relationship between the main trusses and the piers.

[0039] Exemplarily, in the embodiments of the present application, the concrete strength and material properties of the beam units at different ages will change, i.e. the age affects the load-carrying capacity and stiffness of the beam, so after the beam units corresponding to the main tower and the beam units corresponding to the main truss and the longitudinal and transverse beams in the current segment are activated, the corresponding ages of the beam units of the current segment and the next segment are set respectively to simulate the actual performance of the longitudinal and transverse beams at different time stages; the constraint conditions corresponding to the beam units of the current segment and the next segment are set respectively to simulate the constraint mode of the main tower, so as to ensure that the actual constraint effect of the main tower on the bridge structure can be accurately reflected in the calculation process, and unreasonable deformation is avoided; the preset connection mode between the beam units of the current segment and the next segment is set respectively to simulate the connection relationship between the main truss and the pier, so as to ensure that the mechanical properties of the connection part are reasonably considered, and the actual stress transfer and deformation characteristics are reflected. These steps are closely related and jointly act on the overall analysis of the bridge structure, so as to ensure that the simulation process can accurately reflect the mechanical behavior between different stages and different components, thereby providing a reliable basis for the design and optimization of the bridge structure.

[0040] Further, in an embodiment, the constraint condition includes that the constraint at the bottom of the main tower is a fixed constraint, and the preset connection mode includes that the connection between the main truss and the pier is an elastic connection.

[0041] Exemplarily, in the embodiments of the present application, in the structural analysis, the setting of the constraint condition is crucial, wherein the constraint at the bottom of the main tower can be set as a fixed constraint to simulate the complete rigid constraint of the main tower in the vertical and horizontal directions, so as to ensure that the main tower does not displace or rotate and maintains its stability; it should be understood that the above-mentioned fixed constraint condition can ensure that the stable effect of the main tower as a support structure on the bridge is fully reflected in the calculation process; at the same time, the connection between the main truss and the pier should be set as an elastic connection, which means that the connection can withstand a certain relative displacement and deformation when subjected to load, but it has elastic recovery ability within a certain range, which can more truly simulate the working state of the connection part in the actual bridge structure, avoids the error caused by the too rigid assumption, and ensures that the connection part can reasonably transfer and distribute the load. The setting of the above-mentioned constraint condition and connection mode complement each other, so as to ensure that the interaction between the main tower, the pier and the main truss can be accurately reflected, thereby providing a real and reliable basis for the mechanical behavior analysis of the bridge.

[0042] Further, in an embodiment, the activating and applying the preset force to the truss unit comprises: activating the truss unit; setting the connection relationship between the beam units corresponding to the main beam and the truss unit, and between the beam units corresponding to the main tower and the truss unit, to simulate the connection of the cable beam and the cable tower; applying the preset force to the truss unit.

[0043] Exemplarily, in the embodiment of the present application, in the process of simulating the girder erection crane, firstly, the truss unit needs to be activated so that the truss unit can participate in the stress analysis of the overall structure; then, the connection relationship between the truss unit and the corresponding beam unit of the main girder and the connection relationship between the truss unit and the corresponding beam unit of the main tower are set respectively, which aims to accurately simulate the mechanical action between the cable beam and the cable tower and ensure the reasonable performance of the force transmission and mutual constraint between the cable and other structural components. Through the establishment of the above connection relationship, the physical connection characteristics and the interaction between the cable beam and the cable tower can be effectively reflected; finally, the preset force is applied to the truss unit to simulate the external load borne by the cable under actual working conditions, and the truss unit shows its response behavior in the analysis through the application of this load. The above steps are interrelated and closely coordinated, ensuring that the performance of the truss unit in the overall structure analysis conforms to the stress and deformation characteristics in the actual engineering, thereby providing a scientific basis for the design and optimization of the bridge structure.

[0044] Further, in an embodiment, the connection relationship between the truss unit and the corresponding beam unit of the main girder and the connection relationship between the truss unit and the corresponding beam unit of the main tower are both rigidly and elastically connected.

[0045] Exemplarily, in the embodiment of the present application, in the process of simulating the girder erection crane, the connection relationship between the truss unit and the corresponding beam unit of the main girder and the connection relationship between the truss unit and the corresponding beam unit of the main tower are set as rigidly and elastically connected, which represents that these two groups of connections not only consider rigid constraint in the calculation of the bridge structure, but also introduce the characteristics of elastic deformation. Specifically, the rigid and elastic connection provides sufficient rigid constraint in the initial stage, so that the cable and the main girder and the main tower can maintain a relatively stable connection state, i.e. no large displacement or rotation occurs; but when the structure is subjected to load, the connection part allows a certain degree of elastic deformation to more truly reflect the flexible response behavior of the structure under load in the actual engineering. It should be understood that the above connection mode can effectively simulate that in the actual bridge, the cable and the main girder and the main tower not only have the rigid demand of load transmission, but also have the ability of elastic deformation, so as to accurately reflect the mechanical behavior of the bridge structure under different load conditions while ensuring the overall stability of the bridge structure, ensuring the rationality of the calculation result and the safety of the engineering design.

[0046] Further, in an embodiment, the plate unit with abnormal elastic modulus is located directly above the plate unit with normal elastic modulus.

[0047] Exemplarily, in the embodiment of the present application, the abnormally elastic modulus plate unit is arranged above the normally elastic modulus plate unit under the action of the dead weight, and the abnormally elastic modulus plate unit is arranged in the same node with the main truss and the longitudinal and transverse beams, which causes the node singularity. In order to prevent the node singularity, the abnormally elastic modulus plate unit is arranged above the normally elastic modulus plate unit. Meanwhile, the cross section of the abnormally elastic modulus plate unit is arranged eccentrically according to the position of the concrete plate in the drawing, so as to ensure that the concrete plate is aligned with the main beam.

[0048] Further, in an embodiment, the connection between the abnormally elastic modulus plate unit and the main beam is rigid elastic connection.

[0049] Exemplarily, in the embodiment of the present application, as shown in Figure 4 , the rigid elastic connection 4 is arranged between the abnormally elastic modulus plate unit 1 and the main beam 3, so that the weight of the prefabricated plate and the wet weight of the wet joint can be effectively transmitted to the main beam 3, thereby ensuring the accuracy of load transmission and the stability of the overall structure of the bridge.

[0050] In a second aspect, the embodiment of the present application further provides a plate-truss combination simulation system.

[0051] In an embodiment, as shown in Figure 5 , Figure 5 , the plate-truss combination simulation system is a functional module schematic diagram of the embodiment of the plate-truss combination simulation system. As shown in Figure 5 , the plate-truss combination simulation system comprises: a first processing module, which is configured to construct a target full-bridge model, the target full-bridge model comprising beam units, plate units and truss units, the beam units being configured to simulate the generation of main trusses, main towers and longitudinal and transverse beams, the plate units being configured to simulate the generation of concrete plates, and the truss units being configured to simulate the generation of stay cables; a second processing module, which is configured to activate the beam units corresponding to the main towers and the beam units corresponding to the main trusses and the longitudinal and transverse beams in the current segment, and to apply a preset maximum support reaction force to the main beams, so as to simulate a beam erection crane, the main beams being the beams connected with the plate units; a third processing module, which is configured to activate the beam units corresponding to the main beams and the longitudinal and transverse beams in the next segment, so as to simulate the assembly of the steel beams by the beam erection crane; a fourth processing module, which is configured to activate and apply a preset force to the truss units, so as to simulate the tensioning of the steel beams by the stay cables; a fifth processing module, which is configured to activate the abnormally elastic modulus plate units and the plate units with the preset normal weight corresponding to the abnormally elastic modulus plate units, so as to simulate the weight of the prefabricated plates corresponding to the abnormally elastic modulus plate units and the weight of the wet joints; a sixth processing module, which is configured to inactivate the abnormally elastic modulus plate units and the plate units with the preset normal weight corresponding to the abnormally elastic modulus plate units, and to activate the normally elastic modulus plate units and the plate units with the preset normal weight corresponding to the normally elastic modulus plate units, so as to realize the plate-truss combination simulation.

[0052] Further, in an embodiment, the second processing module is specifically configured to: set the age corresponding to the beam element in the current segment and the next segment respectively to simulate the actual performance of the longitudinal and transverse beams; set the constraint condition corresponding to the beam element in the current segment and the next segment respectively to simulate the constraint mode of the main tower; set the preset connection mode corresponding to the beam element in the current segment and the next segment respectively to simulate the connection relationship between the main truss and the bridge pier.

[0053] Further, in an embodiment, the second processing module is specifically configured to: the constraint condition includes that the constraint at the bottom of the main tower is fixed constraint, and the preset connection mode includes that the connection between the main truss and the bridge pier is elastic connection.

[0054] Further, in an embodiment, the fourth processing module is specifically configured to: activate the truss element; set the connection relationship between the beam element corresponding to the truss element and the main beam and the connection relationship between the beam element corresponding to the truss element and the main tower to simulate the connection of the cable beam and the cable tower; apply a preset force to the truss element.

[0055] Further, in an embodiment, the fourth processing module is specifically configured to: the connection relationship between the beam element corresponding to the truss element and the main beam and the connection relationship between the beam element corresponding to the truss element and the main tower are both rigid elastic connection.

[0056] Further, in an embodiment, the sixth processing module is specifically configured to: the plate element with abnormal elastic modulus is located directly above the plate element with normal elastic modulus.

[0057] Further, in an embodiment, the sixth processing module is specifically configured to: the connection between the plate element with abnormal elastic modulus and the main beam is rigid elastic connection.

[0058] The application builds a target full bridge model including beam units, plate units and truss units, wherein the beam units are used to simulate generation of main trusses, main towers and longitudinal and transverse beams, the plate units are used to simulate generation of concrete plates, and the truss units are used to simulate generation of stay cables, the mutual influence between the concrete plates and the main beams connected with the plate units is considered, so that the overall behavior of the structure can be simulated more accurately; the beam units corresponding to the main towers are activated, the beam units corresponding to the main trusses and the longitudinal and transverse beams in the current segment are activated, and the preset maximum support reaction force is applied to the main beams to simulate the gantry crane; the beam units corresponding to the main beams and the longitudinal and transverse beams in the next segment are activated to simulate the assembly of the steel beams by the gantry crane; the truss units are activated and the preset force is applied to the truss units to simulate the tensioning of the steel beams by the stay cables; the plate units with the abnormal elastic modulus and the plate units with the preset capacity weight corresponding to the plate units with the abnormal elastic modulus are activated to simulate the weight of the prefabricated plates and the weight of the wet joints corresponding to the plate units with the abnormal elastic modulus; the plate units with the abnormal elastic modulus and the plate units with the preset capacity weight corresponding to the plate units with the abnormal elastic modulus are inactivated, and the plate units with the normal elastic modulus and the plate units with the preset capacity weight corresponding to the plate units with the normal elastic modulus are activated, that is, by adjusting the plate units with the abnormal elastic modulus, the plate units with the normal elastic modulus and the plate units with the preset capacity weight, the process of simulating the plate-truss combination can be realized, and the equivalent load does not need to be repeatedly modified, so that the calculation efficiency is improved.

[0059] The functions of the modules in the plate-truss combination simulation system correspond to the steps in the plate-truss combination simulation method, and the functions and implementation processes will not be described here.

[0060] In a third aspect, the embodiments of the application provide a plate-truss combination simulation device. The plate-truss combination simulation device can be a personal computer (PC), a notebook computer, a server or other device with data processing function.

[0061] Reference Figure 6 , Figure 6 The hardware structure of the plate-truss combination simulation device involved in the embodiments of the application is shown in the figure. In the embodiments of the application, the plate-truss combination simulation device can include a processor, a memory, a communication interface and a communication bus.

[0062] The communication bus can be of any type and is used to interconnect the processor, the memory and the communication interface.

[0063] Communication interfaces include input / output (I / O) interfaces, physical interfaces, and logical interfaces used for interconnecting components within the girder-and-girder simulation device, as well as interfaces used for interconnecting the girder-and-girder simulation device with other devices (such as other computing devices or user equipment). Physical interfaces can be Ethernet interfaces, fiber optic interfaces, ATM interfaces, etc.; user equipment can be displays, keyboards, etc.

[0064] Memory can be various types of storage media, such as random access memory (RAM), read-only memory (ROM), non-volatile RAM (NVRAM), flash memory, optical storage, hard disk, programmable ROM (PROM), erasable PROM (EPROM), electrically erasable PROM (EEPROM), etc.

[0065] The processor can be a general-purpose processor, which can call the plate-girder joint simulation program stored in the memory and execute the plate-girder joint simulation method provided in the embodiments of this application. For example, the general-purpose processor can be a central processing unit (CPU). The method executed when the plate-girder joint simulation program is called can be referred to in the various embodiments of the plate-girder joint simulation method of this application, and will not be repeated here.

[0066] Those skilled in the art will understand that Figure 6 The hardware structure shown does not constitute a limitation of this application and may include more or fewer components than shown, or combine certain components, or have different component arrangements.

[0067] Fourthly, embodiments of this application also provide a readable storage medium.

[0068] The present application has a readable storage medium storing a plate girder connection simulation program, wherein when the plate girder connection simulation program is executed by a processor, it implements the steps of the plate girder connection simulation method as described above.

[0069] The method implemented when the plate girder combination simulation program is executed can be referred to in various embodiments of the plate girder combination simulation method of this application, and will not be repeated here.

[0070] The terms "include," "includes" or "comprise," "comprises" or "comprising" and any variations thereof in the Specification and in the Claims shall not be construed as excluding other elements or steps. For example, a process, method, system, product or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements but can include additional steps or elements not expressly listed or inherent to such process, method, system, product or apparatus. The use of the terms "first," "second" and "third," etc. does not limit the number of terms or modify the terminology to the contrary.

[0071] In the description of the present embodiments, the terms "exemplary," "for example," or "e.g." are used to indicate one example out of many. None of the above examples are intended to be preferred or advantageous over other embodiments or designs. Rather, the terms "exemplary," "for example," or "e.g." are used as descriptive terminology rather than terminology of preference or advantage.

[0072] In the description of the present embodiments, unless otherwise specified, " / " means or, for example, A / B can mean A or B; "and / or" in the text only describes the association relationship of the associated objects, which means that there can be three relationships, for example, A and / or B can mean that A exists alone, A and B exist together, and B exists alone, and in addition, "multiple" in the description of the present embodiments means two or more than two.

[0073] In some of the processes described in the present embodiments, a plurality of operations or steps are included in a specific order, but it should be understood that these operations or steps can be executed or performed in parallel or in an order different from that in which they appear in the present embodiments, and the serial number of the operation is only used to distinguish different operations, and the serial number itself does not represent any execution order. In addition, these processes can include more or fewer operations, and these operations or steps can be executed or performed in sequence or in parallel, and these operations or steps can be combined.

[0074] It should be noted that the serial numbers of the above embodiments of the present application are only for description, and do not represent the advantages or disadvantages of the embodiments.

[0075] Those skilled in the art can clearly understand the above-mentioned embodiment method can be realized by means of software and the necessary general hardware platform, of course, can also be realized by hardware, but in many cases, the former is a better embodiment. Based on such understanding, the technical solutions of the present application can be embodied in the form of a software product, which is stored in a storage medium (such as ROM / RAM, magnetic disk, optical disk) as described above, and includes a plurality of instructions for making a terminal device execute the method described in each embodiment of the present application.

[0076] The above is only the preferred embodiment of the present application, and does not limit the patent scope of the present application, and any equivalent structure or equivalent process transformation using the content of the specification and drawings, or direct or indirect application in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A method of simulating the behavior of a plate-truss combination, characterized by, The plate-truss combined simulation method comprises: constructing a target full-bridge model, the target full-bridge model comprising beam elements, plate elements and truss elements, the beam elements being used to simulate generation of main trusses, main towers and longitudinal and transverse beams, the plate elements being used to simulate generation of concrete plates, and the truss elements being used to simulate generation of stay cables; activating the beam elements corresponding to the main towers and activating the beam elements corresponding to the main trusses and the longitudinal and transverse beams in a current segment, and applying a preset maximum support reaction force to a main beam, which is a beam connected with the plate elements, to simulate a bridge girder erection machine; activating the beam elements corresponding to the main beam and the longitudinal and transverse beams in a next segment to simulate assembly of the steel beam by the bridge girder erection machine; activating and applying a preset force to the truss elements to simulate tensioning of the steel beam by the stay cables; activating the plate elements with abnormal elastic modulus and the plate elements with a preset capacity corresponding to the plate elements with abnormal elastic modulus to simulate weights of the prefabricated plates corresponding to the plate elements with abnormal elastic modulus and weights of wet joints; passivating the plate elements with abnormal elastic modulus and the plate elements with a preset capacity corresponding to the plate elements with abnormal elastic modulus, and activating the plate elements with normal elastic modulus and the plate elements with a preset capacity corresponding to the plate elements with normal elastic modulus to realize the plate-truss combined simulation.

2. The plate-truss combination simulation method of claim 1, wherein, After the step of activating the beam elements corresponding to the main towers and activating the beam elements corresponding to the main trusses and the longitudinal and transverse beams in the current segment, the method comprises: respectively setting ages corresponding to the beam elements in the current segment and the next segment to simulate actual performance of the longitudinal and transverse beams; respectively setting constraint conditions corresponding to the beam elements in the current segment and the next segment to simulate constraint modes of the main towers; respectively setting preset connection modes corresponding to the beam elements in the current segment and the next segment to simulate connection relationships between the main trusses and the bridge piers.

3. The plate-truss combination simulation method of claim 2, wherein, The constraint conditions comprise that the constraint at the bottom of the main tower is a fixed constraint, and the preset connection modes comprise that the connection between the main trusses and the bridge piers is an elastic connection.

4. The plate-truss combination simulation method of claim 1, wherein, The step of activating and applying the preset force to the truss elements comprises: activating the truss elements; setting connection relationships between the beam elements corresponding to the truss elements and the main beam and between the beam elements corresponding to the truss elements and the main towers to simulate connection of the cable beam and the cable tower; applying the preset force to the truss elements.

5. The plate-truss combination simulation method of claim 4, wherein, The connection relationships between the beam elements corresponding to the truss elements and the main beam and between the beam elements corresponding to the truss elements and the main towers are both rigid and elastic connections.

6. The plate-truss combination simulation method of claim 1, wherein, The plate elements with abnormal elastic modulus are located directly above the plate elements with normal elastic modulus.

7. The plate-truss combination simulation method of claim 1, wherein, The connection between the plate elements with abnormal elastic modulus and the main beam is a rigid and elastic connection.

8. A plate-girder combined simulation system, characterized in that, The plate-truss combined simulation system comprises: a first processing module configured to construct a target full-bridge model, the target full-bridge model comprising beam elements, plate elements and truss elements, the beam elements being used to simulate generation of main trusses, main towers and longitudinal and transverse beams, the plate elements being used to simulate generation of concrete plates, and the truss elements being used to simulate generation of stay cables; a second processing module configured to activate the beam elements corresponding to the main towers and activate the beam elements corresponding to the main trusses and the longitudinal and transverse beams in a current segment, and apply a preset maximum support reaction force to a main beam, which is a beam connected with the plate elements, to simulate a bridge girder erection machine; a third processing module configured to activate the beam elements corresponding to the main beam and the longitudinal and transverse beams in a next segment to simulate assembly of the steel beam by the bridge girder erection machine; a fourth processing module for activating and applying a preset force to the truss unit to simulate the tensioning of the steel beam by the stay cable; a fifth processing module for activating the plate unit with abnormal elastic modulus and its corresponding plate unit with preset weight capacity to simulate the weight of the precast plate and the weight of the wet joint corresponding to the plate unit with abnormal elastic modulus; a sixth processing module for passivating the plate unit with abnormal elastic modulus and its corresponding plate unit with preset weight capacity, and activating the plate unit with normal elastic modulus and its corresponding plate unit with preset weight capacity to realize the plate-truss combination simulation.

9. A plate-girder combined simulation device, characterized in that, The plate-truss combination simulation device comprises a processor, a memory, and a plate-truss combination simulation program stored in the memory and executable by the processor, wherein the plate-truss combination simulation program, when executed by the processor, implements the steps of the plate-truss combination simulation method according to any one of claims 1 to 7.

10. A computer-readable storage medium, characterized in that, The computer readable storage medium stores a plate-truss combination simulation program, wherein the plate-truss combination simulation program, when executed by the processor, implements the steps of the plate-truss combination simulation method according to any one of claims 1 to 7.

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