CN114997021A - Method and equipment for rapidly identifying buckling stability analysis of arch bridge - Google Patents
Method and equipment for rapidly identifying buckling stability analysis of arch bridge Download PDFInfo
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Abstract
The invention relates to a method and equipment for rapidly identifying buckling stability analysis of an arch bridge, which comprises the following steps: calculating an axial force-bending moment correlation curve of the ultimate bearing capacity of the member at the key part of the arch bridge according to the section size and the material characteristics of the member at the key part of the arch bridge; combining the static load working conditions of the arch bridge according to the worst loads to obtain n groups of load combinations; respectively obtaining critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curve, and calculating the minimum buckling stability safety coefficient; and determining the worst load mode of the arch bridge and the damage state of the key part component of the arch bridge according to the minimum buckling stability safety factor. The whole method does not relate to geometric nonlinearity and material nonlinearity complex theoretical analysis, is simple and quick, is convenient for designers to operate, greatly simplifies the workload of calculation and analysis, and improves the working efficiency of design.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a method and equipment for fast identifying buckling stability analysis of an arch bridge.
Background
At present, the topography and landform of the mountainous areas in the southwest of China are complex, hills and valleys are deep, the slope surface is steep, the valley shape is mostly V-shaped, the long-span deck arch bridge is a very suitable bridge structure form due to strong spanning capability and beautiful shape, the maximum-span deck arch bridge in China reaches 500m at present, the maximum upright post of the long-span deck arch bridge reaches 100m, and the problem of structural buckling stability is prominent. When buckling instability occurs in a structure, because brittle failure often occurs and no sign exists, huge loss is often caused, and therefore buckling stability analysis is very important in the bridge design process.
In the related art, buckling instability is generally divided into linear buckling and nonlinear buckling, wherein the linear buckling is the tension-critical instability of an euler rod, so that technical difficulties do not exist, but the buckling instability is not suitable for a large-span bridge structure. For a large-span bridge structure, buckling instability mainly refers to nonlinear buckling instability, which is also called a second-class stability problem, when nonlinear buckling instability analysis is carried out, special software is needed for calculation and analysis, scientific research professionals are stressed, the calculation time period is long, common designers are difficult to master, the comparison and selection of schemes or the development of primary design stages are not facilitated, and the design working efficiency is seriously influenced.
Therefore, it is necessary to design a new fast identification method for arch bridge buckling stability analysis to overcome the above problems.
Disclosure of Invention
The embodiment of the invention provides a method and equipment for rapidly identifying buckling stability analysis of an arch bridge, and aims to solve the problems that nonlinear buckling instability analysis in the related technology is more focused on scientific research professionals, the calculation time period is long, common designers are difficult to master, the scheme comparison or the preliminary design stage development is not facilitated, and the design working efficiency is seriously influenced.
In a first aspect, a method for fast identifying arch bridge buckling stability analysis is provided, and the method for fast identifying arch bridge buckling stability analysis comprises the following steps: calculating an axial force-bending moment correlation curve of the ultimate bearing capacity of the member at the key part of the arch bridge according to the section size and the material characteristics of the member at the key part of the arch bridge; combining the static load working conditions of the arch bridge according to the worst loads to obtain n groups of load combinations; respectively obtaining critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curve, and calculating the minimum buckling stability safety coefficient; and determining the worst load mode of the arch bridge and the damage state of the key part component of the arch bridge according to the minimum buckling stability safety factor.
In some embodiments, before the combining the static load conditions of the arch bridge according to the worst loads to obtain n groups of load combinations, the method further includes: and establishing a finite element model of the arch bridge, and calculating and analyzing the static load working condition of the arch bridge.
In some embodiments, the obtaining critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curves and calculating the minimum buckling stability safety factor respectively comprises: extracting the internal force of the key part component of the lower arch bridge of each load combination; respectively drawing the extracted internal force of the key part component of the arch bridge under each load combination in an axial force-bending moment related curve coordinate system to respectively obtain critical failure state points under n groups of load combinations; respectively calculating buckling stability safety factors K under n groups of load combinations according to critical failure state points under n groups of load combinations i Values, where i is 1, 2, … …, n; buckling stability safety coefficient K under n groups of load combinations i And (4) solving a minimum buckling stability safety factor.
In some embodiments, each of the one or more additional components is extractedThe internal force of the key part component of the arch bridge under the load combination is respectively drawn in an axial force-bending moment related curve coordinate system, and critical failure state points under n groups of load combinations are respectively obtained, and the method comprises the following steps: drawing the extracted internal force of one of the load combination lower arch bridge key part components in an axial force-bending moment related curve coordinate system to obtain an internal force point P (N, M); determining a straight line OP by the coordinate origin O (0,0) and the internal force point P (N, M); extending the straight line OP to enable the straight line OP to be intersected with the axial force-bending moment correlation curve to obtain an intersection point A, wherein the intersection point A is a critical failure state point of the member at the key part of the arch bridge under the load combination; according to the steps, the critical failure state point A of the member at the key part of the arch bridge under n groups of load combinations is sequentially obtained i 。
In some embodiments, the buckling stability safety factors K under n groups of load combinations are respectively calculated according to the critical failure state points under n groups of load combinations i Values, including: determining the ultimate bearing capacity N of the members at the key parts of the arch bridge under each load combination according to the critical failure state point under each load combination ui With axial force N i (ii) a Combining the ultimate bearing capacity N of the key part component of the lower arch bridge according to each load ui With axial force N i And calculating the buckling stability safety coefficient K under each load combination i The value is obtained.
In some embodiments, the buckling stability safety factor K is determined according to n groups of loads i A value to find a minimum buckling stability safety factor, comprising: buckling stability safety factor K under n groups of load combinations i The minimum buckling stability factor K is the minimum buckling stability factor of the minimum buckling stability factor min 。
In some embodiments, the determining the worst loading mode of the arch bridge and the failure state of the key part component of the arch bridge according to the minimum buckling stability safety factor includes: determining a load combination corresponding to the minimum buckling stability safety factor and a critical failure state point A min (ii) a Determining the worst load mode based on the determined load combination, and determining the critical failure state point A based on the determined min And judging the damage state of the key part of the arch bridge.
In some embodiments, the calculating the axial force-bending moment correlation curve of the ultimate bearing capacity of the arch bridge key part component according to the section size and the material characteristics of the arch bridge key part component comprises: according to the section size of the key part component of the arch bridge, establishing a section characteristic calculation model by adopting section analysis software, wherein the concrete material adopts a Mander constitutive model, and the steel material adopts a Park constitutive model; and calculating the axial force-bending moment correlation curve of the ultimate bearing capacity of the member at the key part of the arch bridge by using the section characteristic calculation model.
In some embodiments, after obtaining the critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curves and calculating the minimum buckling stability safety factor, the method further includes: stabilizing the minimum buckling with a safety factor K min And a design target allowable value [ K]Comparing, and judging whether the arch bridge meets the buckling stability safety requirement or not; stability factor of safety K if minimum buckling min Greater than or equal to a design target tolerance value [ K]The buckling stability safety requirement is met; stability factor of safety K if minimum buckling min Less than [ K ]]If the minimum buckling stability safety factor K is satisfied, the buckling stability safety requirement is not satisfied min Adjusting the corresponding component size until the recalculated minimum buckling stability safety factor K min The buckling stability and safety requirements are met.
In a second aspect, a computer device is provided, which includes a processor and a memory, where at least one program code is stored in the memory, and the program code is loaded and executed by the processor to implement the arch bridge buckling stability analysis fast identification method.
The technical scheme provided by the invention has the beneficial effects that:
the embodiment of the invention provides a method and equipment for rapidly identifying buckling stability analysis of an arch bridge, which can be used for obtaining critical failure state points under n groups of load combinations by utilizing an axial force-bending moment correlation curve, further calculating the minimum buckling stability safety coefficient, determining the worst load mode of the arch bridge and the failure state of a member at a key part of the arch bridge.
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In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic flow chart of a method for analyzing and rapidly identifying buckling stability of an arch bridge according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of an arch bridge according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of a Mander constitutive model adopted for a concrete material provided by an embodiment of the present invention;
FIG. 4 is a schematic diagram of a Park constitutive model adopted for steel provided by the embodiment of the present invention;
FIG. 5 is a schematic diagram illustrating a relative axial force-bending moment curve provided by an embodiment of the present invention;
FIG. 6 is a schematic diagram of a column section characteristic calculation model according to an embodiment of the present invention;
FIG. 7 is a parameter diagram of an unconstrained concrete model of a Mander constitutive model provided in an embodiment of the present invention;
FIG. 8 is a schematic diagram of parameters of a Mander constitutive model constrained concrete model provided in an embodiment of the present invention;
FIG. 9 is a parameter diagram of a Park constitutive model provided in an embodiment of the present invention;
FIG. 10 is a schematic view of an axial force-bending moment correlation curve of a column member according to an embodiment of the present invention;
FIG. 11 is a schematic diagram illustrating the calculation of the intersection A of the straight line OP and the N-M curve of the pillar member according to the embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without making any creative effort based on the embodiments in the present invention, belong to the protection scope of the present invention.
The embodiment of the invention provides a method and equipment for rapidly identifying buckling stability analysis of an arch bridge, which can solve the problems that nonlinear buckling instability analysis in the related technology is mainly performed by scientific research professionals, the calculation time period is long, common designers are difficult to master, the method is not beneficial to scheme comparison or preliminary design stage development, and the design working efficiency is seriously influenced.
Referring to fig. 1 and fig. 2, a method for fast identifying an arch bridge buckling stability analysis provided by an embodiment of the present invention may include the following steps:
s1: and calculating the axial force-bending moment correlation curve of the ultimate bearing capacity of the key part component of the arch bridge according to the section size and the material characteristics of the key part component of the arch bridge. Wherein, the arch bridge can be a large-span deck arch bridge.
S2: and combining the static load working conditions of the arch bridge according to the worst loads to obtain n groups of load combinations.
S3: and respectively obtaining critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curve, and calculating the minimum buckling stability safety coefficient.
S4: and determining the worst load mode of the arch bridge and the damage state of the key part component of the arch bridge according to the minimum buckling stability safety factor.
In the embodiment, as the critical failure state points under n groups of load combinations can be obtained by utilizing the axial force-bending moment correlation curve, the minimum buckling stability safety coefficient is calculated, the worst load mode of the arch bridge and the failure state of the key part component of the arch bridge are determined, the whole method does not relate to the complex theoretical analysis of geometric nonlinearity and material nonlinearity, the implementation operability is strong, the method is simple and quick, the operation of designers is convenient, the calculation and analysis workload is greatly simplified, and the design working efficiency is improved.
In some embodiments, before the combining the static load conditions of the arch bridge according to the respective worst loads to obtain n groups of load combinations, the method may further include: and establishing a finite element model of the arch bridge, and calculating and analyzing the static load working condition of the arch bridge. The static load working conditions mainly comprise constant load, transverse vehicle wind load, longitudinal vehicle wind load, transverse limit wind load, longitudinal limit wind load, railway train load, braking force and swinging force. In this embodiment, referring to fig. 1, it is preferable to use general finite element software MIDAS CIVIL to establish a three-dimensional finite element model, and perform static working condition calculation analysis such as constant load, transverse vehicle wind load, longitudinal vehicle wind load, transverse limit wind load, longitudinal limit wind load, railway train load, braking force, and yawing force.
Further, in step S1, the calculating an axial force-bending moment correlation curve of the ultimate bearing capacity of the arch bridge key component according to the section size and the material characteristics of the arch bridge key component may include: according to the section size of a member at the key part of the arch bridge, a section characteristic calculation model is established by adopting section analysis software, wherein a Mander constitutive model (shown in figure 3) is adopted for a concrete material, and a Park constitutive model (shown in figure 4) is adopted for a steel material; by utilizing the section characteristic calculation model, the axial force-bending moment correlation curve of the ultimate bearing capacity of the arch bridge key part component is calculated, and the bearing capacity characteristic of the component can be better embodied. Wherein, the key parts of the arch bridge mainly comprise main arch ribs, upright posts, parallel connectors, web members and main beams.
In this embodiment, the highest column member is used as a buckling stability calculation object, and a section characteristic calculation model is established by using section analysis software XTRACT according to the column section size provided by design, as shown in fig. 6, the section includes three material characteristics, that is, unconstrained concrete C50, constrained concrete C50, and steel bar HRB 400. The concrete material adopts a Mander constitutive model which comprises an unconstrained concrete model and a constrained concrete model, and the compressive strength f 'of the unconstrained concrete' co Adopting the compressive strength of a cubeStandard value, each parameter value of the unconstrained concrete C50 is: compressive strength f' co 32.4MPa, yield strain ε' co 0.002, exfoliation strain ε sp The constitutive relation curve is shown in the attached figure 7. The values of all parameters of the confined concrete C50 are as follows: constrained compressive strength f cc ＝a×f′ co Wherein a is 1.25, namely the constrained compressive strength f cc ＝a×f′ co 1.25 × 32.4 ═ 40.5MPa, and the constrained compressive strain ε cc 0.0045 and the ultimate compressive strain ε cu The constitutive relation curve is shown in the attached figure 8, wherein the constitutive relation is 0.015. In this embodiment, the steel material adopts a Park constitutive model, the Park constitutive model includes an elastic phase, a yielding phase and a hardening phase, and values of parameters of the steel bar HRB400 are as follows: the elastic stage adopts the yield stress f of steel y And modulus of elasticity E S Determination of the yield strength f y 400MPa, E modulus of elasticity S 200GPa, hardening strain epsilon of steel in yield stage sh The value is 0.015, the ultimate strength f is adopted in the hardening stage u And ultimate strain ε su Determination of the ultimate strain ε su Generally 0.10, ultimate strength f u 540MPa, the constitutive relation curve is shown in figure 9.
Further, as shown in fig. 5, before obtaining critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curves, and calculating the minimum buckling stability safety factor, the method may further include: in a Cartesian rectangular coordinate system, an axial force and bending moment (N-M) curve of a member at a key part of an arch bridge is drawn by taking bending moment M as an abscissa and taking axial force N as an ordinate. And drawing is performed by using coordinate axis graphs, so that the method is simple and quick. In this example, the cross-section analysis software XTRACT was used to calculate the N-M correlation curve (see FIG. 10) of the column member and plotted in a Cartesian rectangular coordinate system. In the process of drawing the N-M correlation curve, the sign of N represents that the axial force is compressed, the positive value represents that the axial force is tensioned, and the sign of M takes the positive value.
In some alternative embodiments, in step S2, in the process of combining the static load conditions of the arch bridge according to the worst loads to obtain n groups of load combinations, the combining according to the worst loads mainly refers to the following combination forms: carrying out constant load; constant load + transverse ultimate wind load; constant load + longitudinal ultimate wind load; constant load + railway train load; constant load + railway train load + braking force + swinging force; constant load, transverse windy load of train, load of railway train and swinging force; constant load, longitudinal car wind load, railway train load and braking force; the load combination coefficient was 1.0.
Static working conditions such as constant load, transverse wind load, longitudinal wind load, transverse limit wind load, longitudinal limit wind load, railway train load, braking force, swinging force and the like are combined according to the following table:
TABLE 1 Combined load behavior
In some embodiments, in step S3, the obtaining the critical failure state points under n sets of load combinations by using the axial force-bending moment correlation curves, and calculating the minimum buckling stability safety factor may include: extracting internal forces (N, M) of the key part component of the arch bridge under each load combination, wherein a finite element model of the arch bridge is established, and after calculation and analysis are completed, the internal force result of the corresponding key part component of the arch bridge can be output; drawing the extracted internal forces (N, M) of the key part components of the arch bridge under each load combination in an axial force-bending moment related curve coordinate system respectively, and obtaining critical failure state points under N groups of load combinations respectively according to the axial force-bending moment related curves; respectively calculating buckling stability safety factors K under n groups of load combinations according to critical failure state points under n groups of load combinations i Values, wherein i ═ 1, 2, … …, n; that is, each critical failure state point can correspondingly obtain a buckling stability safety coefficient K i The total of n buckling-stabilizing safety factors K is obtained i A value; then buckling stability safety factor K under n groups of load combinations i And (4) obtaining the minimum buckling stability safety factor of the arch bridge.
Further, the step of drawing the extracted internal forces of the key components of the arch bridge under each load combination in an axial force-bending moment related curve coordinate system respectively to obtain critical failure state points under n groups of load combinations respectively may include the following steps:
step a: and drawing the extracted internal force of the key part component of the lower arch bridge combined with one of the loads in an axial force-bending moment related curve coordinate system to obtain an internal force point P (N, M).
Step b: a straight line OP is determined by the coordinate origin O (0,0) and the internal force point P (N, M), namely the coordinate origin O (0,0) and the internal force point P (N, M) are connected to form the straight line OP.
Step c: extending the straight line OP to make the straight line OP intersect with the axial force-bending moment correlation curve to obtain an intersection point A (N) u1 、M u1 ) Wherein the intersection point A (N) u1 、M u1 ) The critical failure state point of the component at the key part of the arch bridge under the load combination is shown. Wherein, the internal force point P (N, M) is drawn in the coordinate diagram and must be positioned inside the axial force-bending moment related curve, and the intersection point A (N) of the straight line OP and the axial force-bending moment related curve u1 、M u1 ) The method is directly determined by a coordinate axis scale without complex formula derivation.
Step d: according to the steps, the critical failure state point A of the member at the key part of the arch bridge under n groups of load combinations is sequentially obtained i 。
Taking the load combination 4 in table 1 as an example, the column member internal force (N30569 kN, M11000 kNm) under the load combination 4 is plotted in a cartesian rectangular coordinate system of the axial force-bending moment correlation curve, that is, the point P in fig. 11, and the extended straight line OP intersects the axial force-bending moment correlation curve to obtain an intersection point a (N) (N is 11000kNm), which is an intersection point a u1 ＝155000、M u1 56000), that is, the intersection point a is the critical failure state point of the member at the load combination 4.
Further, respectively calculating buckling stability safety factors K under n groups of load combinations according to critical failure state points under n groups of load combinations i Values may include: determining the ultimate bearing capacity N of the members at the key parts of the arch bridge under each load combination according to the critical failure state point under each load combination ui And axial force N i (ii) a Wherein the axial force N i Is the value N of the internal force point P, the ultimate bearing capacity N ui The value of N is the intersection point A; combining the ultimate bearing capacity N of the key part component of the lower arch bridge according to each load ui With axial force N i And calculating the buckling stability safety coefficient K under each load combination i The value is obtained.
Wherein, the buckling stability safety factor K i The value can be calculated as follows: k i ＝N ui /N i And n is determined by the number of load combinations.
In the embodiment, the critical failure state point A of the component under all the combinations of the load combination 1 to the load combination 7 is obtained according to the steps, and the buckling stability safety factor K is calculated according to the formula i The values are shown in Table 2 below.
TABLE 2 buckling stability safety factor K i Value of
Preferably, the buckling stability safety factor K under the combination of n groups of loads i The minimum buckling stability safety factor is calculated, and the method can comprise the following steps: buckling stability safety factor K under n groups of load combinations i The smallest buckling stability safety factor of the values is used as the smallest buckling stability safety factor K min . I.e. there are n K i Value, compare n number of K i Magnitude of value, from n K i Selecting the value with the minimum value as the minimum buckling stability safety coefficient K min 。
In some embodiments, after obtaining the critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curves respectively and calculating the minimum buckling stability safety factor, the method may further include the following steps: stabilizing the minimum buckling with a safety factor K min And a design target allowable value [ K]Comparing, and judging whether the arch bridge meets the buckling stability safety requirement or not; stability safety factor K if minimum buckling min Greater than or equal to a design target allowable value [ K]The buckling stability safety requirement is met; stability factor of safety K if minimum buckling min Less than [ K]If the buckling stability safety requirement is not satisfied, the minimum buckling stability safety system is requiredNumber K min Adjusting the corresponding component size until the recalculated minimum buckling stability safety factor K min The buckling stability and safety requirements are met. In this embodiment, whether the member at the key position of the arch bridge meets the safety requirement can be determined according to the obtained minimum safety factor, for example, the minimum safety factor required in the design cannot be smaller than 2.5, and when the calculated minimum buckling stability safety factor is smaller than 2.5, it indicates that the member at the key position of the arch bridge is unsafe, and the size of the member at the key position of the arch bridge corresponding to the minimum buckling stability safety factor needs to be adjusted until the requirement is met.
In some optional embodiments, the determining the worst loading mode of the arch bridge and the failure state of the key part component of the arch bridge according to the minimum buckling stability safety factor may include: determining a load combination corresponding to the minimum buckling stability safety factor and a critical failure state point A min (ii) a Determining the worst load mode based on the determined load combination, and determining the critical failure state point A based on the determined min And judging the damage state of the key part of the arch bridge. I.e. the safety factor K is stabilized according to the minimum flexion min Can find K min Corresponding load combinations and critical failure state points A min (N umin 、M umin ) The worst load mode can be determined by the load combination (in combination with the respective worst load combinations in step S2), passing through the critical failure state point a min (N umin 、M umin ) The damage state of the members at the key parts of the arch bridge can be judged. In the embodiment, the determining of the worst load mode mainly refers to identifying a controlled load factor of buckling instability of the component; the failure state of the key part component of the arch bridge is mainly identified to be a large-eccentricity compression state or a small-eccentricity compression state according to the position of the relevant curve of the axial force-bending moment, and can be used for guiding the design of reinforcement.
In this embodiment, the minimum value of all K values obtained under all load combinations is used to obtain the minimum buckling stability safety coefficient K of the pillar member min The worst load combination occurring is load combination 6, i.e. dead load + transverse direction, 4.67Wind load of train, load of railway train and swinging force pass through critical failure state point A min (N umin ＝150000kN、M umin 57000kNm) can be judged that the point is located in a small eccentric compression area, and the failure state of the member at the key part of the arch bridge is small eccentric compression failure.
In this embodiment, the buckling stability analysis and verification is performed only on the highest column member, which is limited to space, and the buckling stability analysis and verification cannot be performed on all the members, but in the actual engineering design process, the above repetitive steps need to be performed on all the key members, so that the buckling stability safety coefficients of all the key members can be obtained, and details are not repeated.
In the related technology, the calculation of linear buckling relates to the analysis of geometric nonlinearity and material nonlinearity including initial defects, special software with a strong nonlinear coupling function is needed for calculation and analysis, and multi-working condition load combination trial calculation is needed to determine the worst load combination, which is more important for scientific research professionals, the calculation time period is long, general designers are difficult to master, and the calculation is not beneficial to scheme comparison or preliminary design stage development, so that the design working efficiency is seriously influenced.
The embodiment of the invention can be applied to the scheme selection or preliminary design stage of a large-span deck arch bridge, the internal force result of the component is obtained through static calculation analysis and load combination and is drawn in an N-M related curve coordinate graph of the component, and the minimum buckling stability safety coefficient K is obtained by utilizing the intersection point A of a straight line OP and the N-M related curve min And rapidly identifying the worst control load combination and the damage state of the key part component of the arch bridge. The method has clear steps in the calculation process, clear thought, mature technology and strong implementation operability, does not relate to geometric nonlinearity and material nonlinearity calculation analysis, is convenient for bridge designers to use, greatly improves the design working efficiency, and has wide application prospect in the large-span bridge engineering design.
The embodiment of the invention also provides computer equipment, which comprises a processor and a memory, wherein at least one program code is stored in the memory, and the program code is loaded and executed by the processor to realize the arch bridge buckling stability analysis rapid identification method.
Those of ordinary skill in the art will appreciate that the elements and algorithm steps of the examples described in connection with the embodiments disclosed herein may be embodied in electronic hardware, computer software, or combinations of both, and that the components and steps of the examples have been described in a functional general in the foregoing description for the purpose of illustrating clearly the interchangeability of hardware and software. Whether such functionality is implemented as hardware or software depends upon the particular application and design constraints imposed on the implementation. Skilled artisans may implement the described functionality in varying ways for each particular application, but such implementation decisions should not be interpreted as causing a departure from the scope of the present invention.
It can be clearly understood by those skilled in the art that, for convenience and simplicity of description, the specific working processes of the above-described systems, apparatuses and units may refer to the corresponding processes in the foregoing method embodiments, and are not described herein again.
In the several embodiments provided in the present application, it should be understood that the disclosed system, apparatus and method may be implemented in other ways. For example, the above-described apparatus embodiments are merely illustrative, and for example, the division of the units is only one type of logical functional division, and other divisions may be realized in practice, for example, multiple units or components may be combined or integrated into another system, or some features may be omitted, or not executed. In addition, the shown or discussed mutual coupling or direct coupling or communication connection may be an indirect coupling or communication connection through some interfaces, devices or units, and may also be an electrical, mechanical or other form of connection.
The units described as separate parts may or may not be physically separate, and parts displayed as units may or may not be physical units, may be located in one place, or may be distributed on a plurality of network units. Some or all of the units can be selected according to actual needs to achieve the purpose of the solution of the embodiment of the present invention.
In addition, functional units in the embodiments of the present invention may be integrated into one processing unit, or each unit may exist alone physically, or two or more units are integrated into one unit. The integrated unit can be realized in a form of hardware, and can also be realized in a form of a software functional unit.
The integrated unit, if implemented in the form of a software functional unit and sold or used as a stand-alone product, may be stored in a computer readable storage medium. Based on such understanding, the technical solution of the present invention essentially or partially contributes to the prior art, or all or part of the technical solution can be embodied in the form of a software product stored in a storage medium and including instructions for causing a computer device (which may be a personal computer, a server, or a network device) to execute all or part of the steps of the method according to the embodiments of the present invention. And the aforementioned storage medium includes: a U-disk, a removable hard disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a magnetic disk or an optical disk, and other various media capable of storing program codes.
While the invention has been described with reference to specific embodiments, the invention is not limited thereto, and various equivalent modifications and substitutions can be easily made by those skilled in the art within the technical scope of the invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. A method for rapidly identifying arch bridge buckling stability analysis is characterized by comprising the following steps:
calculating the axial force-bending moment correlation curve of the ultimate bearing capacity of the arch bridge key part component according to the section size and the material characteristics of the arch bridge key part component;
combining the static load working conditions of the arch bridge according to the worst loads to obtain n groups of load combinations;
respectively obtaining critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curve, and calculating the minimum buckling stability safety coefficient;
and determining the worst load mode of the arch bridge and the damage state of the key part component of the arch bridge according to the minimum buckling stability safety factor.
2. The arch bridge buckling stability analysis rapid identification method according to claim 1, wherein before the step of combining the static load conditions of the arch bridge according to the respective worst loads to obtain n groups of load combinations, the method further comprises the following steps:
and establishing a finite element model of the arch bridge, and calculating and analyzing the static load working condition of the arch bridge.
3. An arch bridge buckling stability analyzing and rapid identification method according to claim 1, wherein the obtaining of critical failure state points under n groups of load combinations by using the axial force-bending moment correlation curves respectively, and calculating the minimum buckling stability safety factor comprises:
extracting the internal force of the key part component of the lower arch bridge of each load combination;
respectively drawing the extracted internal force of the key part component of the arch bridge under each load combination in an axial force-bending moment related curve coordinate system to respectively obtain critical failure state points under n groups of load combinations;
respectively calculating buckling stability safety factors K under n groups of load combinations according to critical failure state points under n groups of load combinations i Values, wherein i ═ 1, 2, … …, n;
buckling stability safety factor K under n groups of load combinations i And (4) solving a minimum buckling stability safety factor.
4. The arch bridge buckling stability analysis rapid identification method according to claim 3, wherein the step of respectively plotting the extracted internal forces of the members at the key parts of the arch bridge under each load combination in an axial force-bending moment related curve coordinate system to respectively obtain n groups of critical failure state points under the load combination comprises:
drawing the extracted internal force of one of the load combination lower arch bridge key part components in an axial force-bending moment related curve coordinate system to obtain an internal force point P (N, M);
determining a straight line OP by the coordinate origin O (0,0) and the internal force point P (N, M);
extending the straight line OP to enable the straight line OP to be intersected with the axial force-bending moment correlation curve to obtain an intersection point A, wherein the intersection point A is a critical failure state point of the member at the key part of the arch bridge under the load combination;
according to the steps, critical failure state points A of the components at the key parts of the arch bridge under n groups of load combinations are sequentially obtained i 。
5. An arch bridge buckling stability analysis rapid identification method according to claim 3, characterized in that buckling stability safety factors K under n groups of load combinations are respectively calculated according to critical failure state points under n groups of load combinations i Values, including:
determining the ultimate bearing capacity N of the members at the key parts of the arch bridge under each load combination according to the critical failure state point under each load combination ui With axial force N i ；
Combining the ultimate bearing capacity N of the key part component of the lower arch bridge according to each load ui With axial force N i Calculating the buckling stability safety coefficient K under each load combination i The value is obtained.
6. An arch bridge buckling stability analysis rapid identification method according to claim 3, characterized in that the buckling stability safety factor K under n groups of load combinations is used i A value to find a minimum buckling stability safety factor, comprising:
buckling stability safety factor K under n groups of load combinations i The minimum buckling stability factor K is the minimum buckling stability factor of the minimum buckling stability factor min 。
7. The arch bridge buckling stability analysis rapid identification method according to claim 1, wherein the determining the worst loading mode of the arch bridge and the damage state of the members at the key parts of the arch bridge according to the minimum buckling stability safety factor comprises:
determining a load combination corresponding to the minimum buckling stability safety factor and a critical failure state point A min ；
Determining the worst load mode based on the determined load combination, and determining the critical failure state point A based on the determined min And judging the damage state of the key part of the arch bridge.
8. The arch bridge buckling stability analysis rapid identification method according to claim 1, wherein the step of calculating the axial force-bending moment correlation curve of the ultimate bearing capacity of the arch bridge key part component according to the section size and the material characteristics of the arch bridge key part component comprises the following steps:
according to the section size of a key part component of the arch bridge, a section characteristic calculation model is established by adopting section analysis software, wherein a Mander constitutive model is adopted for concrete materials, and a Park constitutive model is adopted for steel materials;
and calculating the axial force-bending moment correlation curve of the ultimate bearing capacity of the member at the key part of the arch bridge by using the section characteristic calculation model.
9. The arch bridge buckling stability analysis rapid identification method of claim 1, wherein after the critical failure state points under n groups of load combinations are respectively obtained by using the axial force-bending moment correlation curves, and the minimum buckling stability safety factor is calculated, the method further comprises:
stabilizing the minimum buckling with a safety factor K min And a design target allowable value [ K]Comparing, and judging whether the arch bridge meets the buckling stability safety requirement or not;
stability factor of safety K if minimum buckling min Greater than or equal to a design target tolerance value [ K]The buckling stability safety requirement is met;
stability factor of safety K if minimum buckling min Less than [ K]If the minimum buckling stability safety factor K is satisfied, the buckling stability safety requirement is not satisfied min Adjusting the corresponding component size until the recalculated minimum buckling stability safety factor K min The buckling stability and safety requirements are met.
10. A computer device characterized in that it comprises a processor and a memory, in which at least one program code is stored, which is loaded and executed by the processor to implement the arch bridge buckling stability analysis fast identification method according to any one of claims 1 to 8.
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