CN114997021B - Quick identification method and equipment for arch bridge buckling stability analysis - Google Patents
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Abstract
The invention relates to a rapid identification method and equipment for arch bridge buckling stability analysis, which comprises the following steps: calculating an axial force-bending moment related 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 static load working conditions of the arch bridge according to the least favorable loads to obtain n groups of load combinations; respectively obtaining critical damage state points under n groups of load combinations by utilizing an axial force-bending moment correlation curve, and calculating a minimum buckling stability safety coefficient; and determining the most unfavorable loading mode of the arch bridge and the damage state of the key part components of the arch bridge according to the minimum buckling stability safety coefficient. The whole method does not relate to geometric nonlinearity and material nonlinearity complex theoretical analysis, is simple and rapid, is convenient for a designer to operate, greatly simplifies the calculation and analysis workload, and improves the design work efficiency.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a method and equipment for analyzing and rapidly identifying buckling stability of an arch bridge.
Background
At present, the mountain Gao Gushen is complex in topography in southwest mountain areas in China, the slope is steep, the valley forms are in a V shape, the large-span upper-bearing arch bridge is a very suitable bridge structural form because of strong spanning capability and attractive appearance, the maximum-span upper-bearing arch bridge in China reaches 500m at present, the maximum upright post of the large-span upper-bearing arch bridge reaches 100m at most, and the problem of buckling stability of the structure is outstanding. When buckling instability occurs to a structure, brittle failure often occurs, no sign is caused, and huge loss is caused, so 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 Euler-compression critical buckling, and the buckling instability does not have technical difficulties, but is not suitable for a large-span bridge structure. For a large-span bridge structure, buckling instability mainly refers to nonlinear buckling instability, also called a second-class stability problem, special software is needed for calculation and analysis when nonlinear buckling instability analysis is carried out, the calculation time period is long and is biased to scientific research professionals, common designers are difficult to master, the scheme comparison or preliminary design stage development is not facilitated, and the design work efficiency is seriously affected.
Therefore, there is a need to design a new method for rapid identification of arch bridge buckling stability analysis to overcome the above-mentioned problems.
Disclosure of Invention
The embodiment of the invention provides a rapid identification method and rapid identification equipment for arch bridge buckling stability analysis, which are used for solving the problems that nonlinear buckling instability analysis in the related technology is biased to scientific research professionals, the calculation time period is long, common designers are difficult to master, the scheme comparison selection or preliminary design stage development is not facilitated, and the design work efficiency is seriously affected.
In a first aspect, a rapid identification method for arch bridge buckling stability analysis is provided, which includes the following steps: calculating an axial force-bending moment related 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 static load working conditions of the arch bridge according to the least favorable loads to obtain n groups of load combinations; respectively obtaining critical damage state points under n groups of load combinations by utilizing an axial force-bending moment correlation curve, and calculating a minimum buckling stability safety coefficient; and determining the most unfavorable loading mode of the arch bridge and the damage state of the key part components of the arch bridge according to the minimum buckling stability safety coefficient.
In some embodiments, before the combining the static load conditions of the arch bridge according to the least favorable 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 breaking state points under n groups of load combinations by using the axial force-bending moment related curves respectively, and calculating the minimum buckling stability safety coefficient includes: extracting the internal force of key parts of the arch bridge under each load combination; drawing the internal forces of the key part components of the arch bridge under each extracted load combination in an axial force-bending moment related curve coordinate system respectively to obtain critical damage state points under n groups of load combinations; according to critical damage state points under n groups of load combinations, respectively calculating buckling stability safety coefficients K under n groups of load combinations i Values, wherein i=1, 2, … …, n; according to buckling stability safety coefficient K under n groups of load combinations i And (5) calculating a minimum buckling stability safety coefficient.
In some embodiments, the drawing the internal forces of the key parts of the arch bridge under each load combination in the axial force-bending moment related curve coordinate system respectively to obtain critical failure state points under n groups of load combinations respectively includes: drawing the internal force of the extracted key part component of the arch bridge under one load combination 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 using the coordinate origin O (0, 0) and the internal force point P (N, M); extending a straight line OP to enable the straight line OP to intersect with an axial force-bending moment related curve to obtain an intersection point A, wherein the intersection point A is a critical damage state point of a key part component of the arch bridge under the load combination; according to the steps, the critical damage state points A of the key part components of the arch bridge under n groups of load combinations are sequentially obtained i 。
In some embodiments, the buckling stability safety coefficient K under n groups of load combinations is 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 key part component of the arch bridge under each load combination according to the critical damage state point under each load combination ui With axial force N i The method comprises the steps of carrying out a first treatment on the surface of the Ultimate bearing capacity N of key part components of lower arch bridge according to various load combinations ui With axial force N i Calculating buckling stability safety coefficient K under each load combination i Values.
In some embodiments, the buckling stability safety factor K under n sets of load combinations i Values, for minimum buckling stability safety factor, comprising: selecting buckling stability safety coefficient K under n groups of load combinations i The minimum buckling stability safety factor K is taken as the minimum buckling stability safety factor K min 。
In some embodiments, determining the least favored loading mode of the arch bridge and the failure state of the key part components of the arch bridge according to the minimum buckling stability safety coefficient comprises: determining a load combination corresponding to the minimum buckling stability safety coefficient and a critical failure state point A min The method comprises the steps of carrying out a first treatment on the surface of the Determining a least favorable load mode based on the determined load combination and based on the determined critical failure state point A min And judging the damage state of the key part components 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 critical component according to the section size and the material characteristics of the arch bridge critical component comprises: according to the section size of the 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 a concrete material, and a Park constitutive model is adopted for a steel material; and calculating an axial force-bending moment correlation curve of the ultimate bearing capacity of the key part component of the arch bridge by using the section characteristic calculation model.
In some embodiments, after the critical breaking state points under n groups of load combinations are obtained by using the axial force-bending moment related curves, and the minimum buckling stability safety coefficient is calculated, the method further includes: stabilize the minimum bucklingSafety coefficient K min And design target allowable value [ K ]]Comparing, and judging whether the arch bridge meets the buckling stability safety requirement; if the minimum buckling stability safety coefficient K min Greater than or equal to design target tolerance value [ K ]]The buckling stability and safety requirements are met; if the minimum buckling stability safety coefficient K min Less than [ K ]]The buckling stability and safety requirements are not met, and the minimum buckling stability and safety coefficient K is required min The corresponding component size is adjusted until the minimum buckling stability safety coefficient K is recalculated min Meets the buckling stability and safety requirements.
In a second aspect, a computer device is provided, where the computer device includes a processor and a memory, where the memory stores at least one program code that is loaded and executed by the processor to implement the arch bridge buckling stability analysis rapid identification method described above.
The technical scheme provided by the invention has the beneficial effects that:
the embodiment of the invention provides a rapid identification method and rapid identification equipment for arch bridge buckling stability analysis, which can obtain critical damage state points under n groups of load combinations by utilizing an axial force-bending moment correlation curve, further calculate the minimum buckling stability safety coefficient, determine the most unfavorable load mode of an arch bridge and the damage state of key parts of the arch bridge, and the whole method does not relate to geometric nonlinearity and material nonlinearity complex theoretical analysis, is simple and rapid, is convenient for a designer to operate, greatly simplifies the calculation analysis workload and improves the design work efficiency.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic flow chart of a rapid identification method for arch bridge buckling stability analysis 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 view of a Mander constitutive model of a concrete material according to an embodiment of the invention;
FIG. 4 is a schematic diagram of a Park constitutive model of steel provided by the embodiment of the invention;
FIG. 5 is a schematic diagram of an axial force-bending moment correlation curve provided by an embodiment of the present invention;
FIG. 6 is a schematic diagram of a calculation model of the section characteristics of the column according to an embodiment of the present invention;
FIG. 7 is a schematic diagram of parameters of a Mander constitutive model unconstrained concrete model provided by an embodiment of the invention;
FIG. 8 is a schematic diagram of parameters of a Mander constitutive model constraint concrete model provided by an embodiment of the invention;
FIG. 9 is a schematic diagram of parameters of a Park constitutive model according to an embodiment of the invention;
FIG. 10 is a schematic view of an axial force-bending moment correlation curve of a column member provided by an embodiment of the present invention;
fig. 11 is a schematic diagram illustrating calculation of an intersection point a of a straight line OP and an N-M curve of a pillar member according to an embodiment of the present invention.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The embodiment of the invention provides a rapid identification method and rapid identification equipment for arch bridge buckling stability analysis, which can solve the problems that nonlinear buckling stability analysis in the related technology is biased to scientific research professionals, the calculation time period is long, common designers are difficult to master, the scheme comparison selection or preliminary design stage development is not facilitated, and the design work efficiency is seriously affected.
Referring to fig. 1 and fig. 2, a rapid identification method for arch bridge buckling stability analysis according to an embodiment of the present invention may include the following steps:
s1: and calculating an 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. Wherein, the arch bridge can be a large-span over-supported arch bridge.
S2: and combining static load working conditions of the arch bridge according to the least favorable loads to obtain n groups of load combinations.
S3: and (5) respectively obtaining critical damage state points under n groups of load combinations by utilizing the axial force-bending moment correlation curve, and calculating the minimum buckling stability safety coefficient.
S4: and determining the most unfavorable loading mode of the arch bridge and the damage state of the key part components of the arch bridge according to the minimum buckling stability safety coefficient.
In the embodiment, the critical damage state points under n groups of load combinations can be obtained by utilizing the axial force-bending moment related curve, so that the minimum buckling stability safety coefficient is calculated, the worst load mode of the arch bridge and the damage state of key parts of the arch bridge are determined, the whole method does not relate to geometrical nonlinearity and material nonlinearity complex theoretical analysis, the implementation operability is strong, simplicity and rapidness are realized, the operation of a designer is convenient, the calculation and analysis workload is greatly simplified, and the design work efficiency is improved.
In some embodiments, before the combining the static load conditions of the arch bridge according to the least adverse 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 windload, longitudinal windload, transverse ultimate windload, longitudinal ultimate windload, railway train load, braking force and swinging force. In this embodiment, referring to fig. 1, a general finite element software MIDAS CIVIL is preferably used to build a three-dimensional finite element model for performing calculation and analysis on static working conditions such as constant load, transverse windload, longitudinal windload, railway train load, braking force, swinging force, and the like.
Further, in step S1, the calculating the axial force-bending moment related curve of the ultimate bearing capacity of the key part member of the arch bridge according to the cross-sectional dimension and the material property of the key part member of the arch bridge may include: according to the section size of the 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 a concrete material (see the diagram of FIG. 3), and a Park constitutive model is adopted for a steel material (see the diagram of FIG. 4); by using the section characteristic calculation model, the axial force-bending moment correlation curve of the ultimate bearing capacity of the key part component of the arch bridge is calculated, and the bearing capacity characteristic of the component can be better represented. The key parts of the arch bridge mainly comprise main arch ribs, upright posts, parallel joints, web members and main beams.
In this embodiment, the highest column member is used as the buckling stability calculation object, and the section analysis software XTRACT is adopted according to the column section size provided by the design, so as to build a section characteristic calculation model, and as shown in fig. 6, the section contains three material characteristics, namely unconstrained concrete C50, constrained concrete C50 and reinforcing steel bar HRB400. The concrete material adopts a Mander constitutive model, wherein the Mander constitutive model comprises an unconstrained concrete model and a constrained concrete model, and the unconstrained concrete has compressive strength f' co Adopting a standard value of the compressive strength of the cube, and taking the value of each parameter of the unconstrained concrete C50: compressive strength f' co =32.4 MPa, yield strain ε' co =0.002, peel strain ε sp The constitutive curve is shown in fig. 7. The values of all parameters of the confined concrete C50 are as follows: constrained compressive strength f cc ＝a×f′ co Wherein a takes a value of 1.25, i.e. the constraint compressive strength f cc ＝a×f′ co =1.25×32.4=40.5 MPa, constraint compressive strain ε cc =0.0045, ultimate compressive strain ε cu The constitutive curve is shown in fig. 8. In this embodiment, the steel material adopts a Park constitutive model, where the Park constitutive model includes an elastic stage, a yielding stage and a hardening stage, and values of parameters of the steel bar HRB400 are set: the elastic stage adoptsYield stress f of steel y And modulus of elasticity E S Determining the yield strength f y =400 MPa, modulus of elasticity E S 200GPa, steel hardening strain epsilon in yield stage sh The value is 0.015, and the hardening stage adopts the ultimate strength f u And limit strain epsilon su Determination of the limit strain ε su The value is generally 0.10, and the ultimate strength f u Constitutive curves are shown in fig. 9, =540 MPa.
Further, referring to fig. 5, before the critical breaking state points under n groups of load combinations are obtained by using the axial force-bending moment correlation curves, and the minimum buckling stability safety coefficient is calculated, the method may further include: in a Cartesian coordinate system, a curve of axial force and bending moment (N-M) of a key part component of the arch bridge is drawn by taking the bending moment M as an abscissa and taking the axial force N as an ordinate. And drawing by utilizing a coordinate axis graph, and is simple and quick. In this example, the N-M correlation curve for the column members was calculated using section analysis software XTRACT (see FIG. 10) and plotted in Cartesian coordinates. In the process of drawing an N-M correlation curve, wherein the sign of N is positive, the positive value represents that the axial force is stressed, the negative value represents that the axial force is pulled, and the sign of M takes positive values.
In some alternative embodiments, in step S2, in the process of combining the static load conditions of the arch bridge according to the least favorable loads to obtain n groups of load combinations, the combination according to the least favorable loads mainly refers to the following combination forms: constant load; constant load + lateral limit wind load; constant load + longitudinal limit wind load; constant load + railway train load; constant load, railway train load, braking force and swinging force; constant load, transverse windload, railway train load and swinging force; constant load, longitudinal windload, railway train load and braking force; and each load combination coefficient is 1.0.
Carrying out load combination according to static working conditions such as constant load, transverse windload, longitudinal windload, transverse ultimate windload, longitudinal ultimate windload, railway train load, braking force, swinging force and the like as shown in the following table:
table 1 load combination conditions
In some embodiments, in step S3, the obtaining critical breaking state points under n groups of load combinations using the axial force-bending moment correlation curves, and calculating the minimum buckling stability safety coefficient may include: extracting internal forces (N, M) of key position components 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 position components of the arch bridge can be output; drawing the internal forces (N, M) of the key part components of the arch bridge under each extracted load combination in an axial force-bending moment related curve coordinate system respectively, and obtaining critical damage state points under N groups of load combinations according to the axial force-bending moment related curves respectively; according to critical damage state points under n groups of load combinations, respectively calculating buckling stability safety coefficients K 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 value of the total of n buckling stability safety factors K is obtained i A value; then according to the buckling stability safety coefficient K under n groups of load combinations i And (3) obtaining the minimum buckling stability safety coefficient of the arch bridge.
Further, the drawing the internal forces of the key parts of the arch bridge under each extracted load combination in the axial force-bending moment related curve coordinate system to obtain the critical damage state points under n groups of load combinations, respectively, may include the following steps:
step a: and drawing the internal force of the extracted key part component of the arch bridge under one load combination 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 defined by the origin of coordinates O (0, 0) and the internal force point P (N, M), i.e. the origin of coordinates 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 intersect the axial force-bending moment related curve to obtain an intersection point A (N) u1 、M u1 ) Wherein the intersection point A (N u1 、M u1 ) Is the critical failure state point of the key part component of the arch bridge under the load combination. Wherein the internal force point P (N, M) is plotted in the graph, which is necessarily located inside the axial force-bending moment correlation curve, and the intersection point A (N) of the straight line OP and the axial force-bending moment correlation curve u1 、M u1 ) Is directly determined by a coordinate axis scale without complex formula derivation.
Step d: according to the steps, the critical damage state points A of the key part components of the arch bridge under n groups of load combinations are sequentially obtained i 。
Taking the load combination 4 in table 1 as an example, the internal forces (n=30569 kN, m=11000 kNm) of the column members under the load combination 4 are plotted in a cartesian rectangular coordinate system of an axial force-bending moment related curve, namely, a point P in fig. 11, and an extension straight line OP intersects with the axial force-bending moment related curve to obtain an intersection point a (N) u1 ＝155000、M u1 =56000), i.e. the point of intersection a is the critical failure state point of the component under load combination 4.
Further, according to the critical damage state points under the n groups of load combinations, respectively calculating buckling stability safety coefficients K under the n groups of load combinations i Values, which may include: determining the ultimate bearing capacity N of the key part component of the arch bridge under each load combination according to the critical damage state point under each load combination ui With axial force N i The method comprises the steps of carrying out a first treatment on the surface of the Wherein the axial force N i N is the value of the internal force point P, N is the ultimate bearing capacity ui N is the value of the intersection point A; ultimate bearing capacity N of key part components of lower arch bridge according to various load combinations ui With axial force N i Calculating buckling stability safety coefficient K under each load combination i Values.
Wherein the buckling stability safety coefficient K i The value may be calculated as follows: k (K) i ＝N ui /N i N is determined by the number of load combinations.
In the present embodiment, the critical failure state point A of the component under all of the load combinations 1 to 7 is obtained according to the above steps, and the buckling stability safety coefficient K is calculated according to the formula i The values are shown in table 2 below.
TABLE 2 buckling stability safety coefficient K i Value of
Preferably, the buckling stability safety coefficient K under the combination of n groups of loads i The value, find the minimum buckling stability safety factor, may include: selecting buckling stability safety coefficient K under n groups of load combinations i The minimum buckling stability safety factor K is taken as the minimum buckling stability safety factor K min . I.e. n K i Value of n K i The magnitude of the value is from n K i The minimum value is selected as the minimum buckling stability safety coefficient K min 。
In some embodiments, after the critical breaking state points under n groups of load combinations are obtained by using the axial force-bending moment related curves respectively and the minimum buckling stability safety coefficient is calculated, the method may further include the following steps: stabilizing safety coefficient K for minimum buckling min And design target allowable value [ K ]]Comparing, and judging whether the arch bridge meets the buckling stability safety requirement; if the minimum buckling stability safety coefficient K min Greater than or equal to design target tolerance value [ K ]]The buckling stability and safety requirements are met; if the minimum buckling stability safety coefficient K min Less than [ K ]]The buckling stability and safety requirements are not met, and the minimum buckling stability and safety coefficient K is required min The corresponding component size is adjusted until the minimum buckling stability safety coefficient K is recalculated min Meets the buckling stability and safety requirements. In this embodiment, whether the key position member of the arch bridge meets the safety requirement can be determined by the obtained minimum safety coefficient, for example, the minimum safety coefficient required in design cannot be less than 2.5, when the calculated minimum buckling stability safety coefficient is less than 2.5, the key position member of the arch bridge is unsafe, and the size of the key position member of the arch bridge corresponding to the minimum buckling stability safety coefficient needs to be adjusted until the requirement is met.
In some alternative embodiments, the determination of the most adverse loading mode of the arch bridge is based on the minimum buckling stability safety factorAnd the destruction state of key parts of the arch bridge can include: determining a load combination corresponding to the minimum buckling stability safety coefficient and a critical failure state point A min The method comprises the steps of carrying out a first treatment on the surface of the Determining a least favorable load mode based on the determined load combination and based on the determined critical failure state point A min And judging the damage state of the key part components of the arch bridge. I.e. to stabilize the safety factor K in accordance with minimum buckling min Can find the sum K min Corresponding load combination and critical failure state point A min (N umin 、M umin ) The most unfavorable load mode can be determined by the load combination (combining the least unfavorable load combinations in step S2), by the critical failure state point a min (N umin 、M umin ) The damage state of the key part components of the arch bridge can be judged. In this embodiment, determining the most unfavorable load mode mainly means identifying a controllable load factor of buckling instability of the member; the damage state of the key part component of the arch bridge mainly refers to the state that the damage state of the key part component of the arch bridge is identified as a large eccentric compression state or a small eccentric compression state according to the axial force-bending moment related curve position, and can be used for guiding the design of reinforcement bars.
In the embodiment, the minimum value is calculated for all the K values obtained under all the load combinations, so that the minimum buckling stability safety coefficient K of the upright post member can be obtained min The most unfavorable load combination that occurs is load combination 6, i.e., constant load + lateral windload + rail train load + sway force, and through critical failure state point a =4.67 min (N umin ＝150000kN、M umin =57000 kNm) can determine that the point is located in a small eccentric compression area, and the failure state of the key-part member of the arch bridge is small eccentric compression failure.
In this embodiment, buckling stability analysis and verification is only performed on the highest upright post member, which is limited in space, but buckling stability analysis and verification cannot be performed on all members, but in the actual engineering design process, the above repeated step operation is required to be performed on all key members, so that buckling stability safety coefficients of all key position members can be obtained, and the description is omitted.
In the related art, the calculation linear buckling relates to the geometric nonlinearity and material nonlinearity analysis including initial defects, special software with strong nonlinear coupling function is needed for calculation and analysis, and the least unfavorable load combination is needed to be determined through multi-working condition load combination trial calculation, so that the calculation time period is long, common designers are difficult to master, the scheme comparison or preliminary design stage is not easy to develop, and the design work efficiency is seriously affected.
The embodiment of the invention can be applied to the comparison and selection or preliminary design stage of a large-span upper-bearing arch bridge scheme, the internal force result of the component is obtained through static calculation analysis and load combination, the internal force result is drawn in a coordinate graph of an N-M related curve 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 The most unfavorable control load combination and the damage state of the key part components of the arch bridge are rapidly identified. The method has the advantages of clear steps in the calculation process, clear thought, mature technology, strong implementation operability, no relation to geometric nonlinearity and material nonlinearity calculation analysis, convenience for bridge designers to use, great improvement on the design work efficiency and wide application prospect in 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 rapid identification method for the arch bridge buckling stability analysis.
Those of ordinary skill in the art will appreciate that the elements and algorithm steps described in connection with the embodiments disclosed herein may be embodied in electronic hardware, in computer software, or in a combination of the two, and that the elements and steps of the examples have been generally described in terms of function in the foregoing description to clearly illustrate 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 solution. 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 will be clear to those skilled in the art that, for convenience and brevity of description, specific working procedures of the above-described systems, apparatuses and units may refer to corresponding procedures in the foregoing method embodiments, and are not repeated herein.
In the several embodiments provided in this application, it should be understood that the disclosed systems, devices, and methods may be implemented in other manners. For example, the apparatus embodiments described above are merely illustrative, e.g., the division of the units is merely a logical function division, and there may be additional divisions when actually implemented, e.g., multiple units or components may be combined or integrated into another system, or some features may be omitted or not performed. In addition, the coupling or direct coupling or communication connection shown or discussed with each other may be an indirect coupling or communication connection via some interfaces, devices, or elements, or may be an electrical, mechanical, or other form of connection.
The units described as separate units may or may not be physically separate, and units shown 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 may be selected according to actual needs to achieve the purpose of the embodiment of the present invention.
In addition, each functional unit in the embodiments of the present invention may be integrated in one processing unit, or each unit may exist alone physically, or two or more units may be integrated in one unit. The integrated units may be implemented in hardware or in software functional units.
The integrated units, if implemented in the form of software functional units and sold or used as stand-alone products, may be stored in a computer readable storage medium. Based on such understanding, the technical solution of the present invention is essentially or a part contributing to the prior art, or all or part of the technical solution may be embodied in the form of a software product stored in a storage medium, comprising several instructions for causing a computer device (which may be a personal computer, a server, or a network device, etc.) to perform 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, random Access Memory), a magnetic disk, or an optical disk, or other various media capable of storing program codes.
While the invention has been described with reference to certain preferred embodiments, it will be understood by those skilled in the art that various changes and substitutions of equivalents may be made and equivalents will be apparent to those skilled in the art without departing from the scope of the invention. Therefore, the protection scope of the invention is subject to the protection scope of the claims.
Claims (7)
1. The rapid identification method for the arch bridge buckling stability analysis is characterized by comprising the following steps of:
calculating an axial force-bending moment related 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 static load working conditions of the arch bridge according to the least favorable loads to obtain n groups of load combinations;
extracting the internal force of key parts of the arch bridge under each load combination;
drawing the internal forces of the key part components of the arch bridge under each extracted load combination in an axial force-bending moment related curve coordinate system respectively to obtain critical damage state points under n groups of load combinations;
according to critical damage state points under n groups of load combinations, respectively calculating buckling stability safety coefficients K under n groups of load combinations i Values, wherein i=1, 2, … …, n;
according to buckling stability safety coefficient K under n groups of load combinations i Calculating a minimum buckling stability safety coefficient;
determining a load combination corresponding to the minimum buckling stability safety coefficient and a critical failure state point A min ；
Determining a least favorable load mode based on the determined load combination and based on the determined critical failure state point A min Judging the damage state of the key part components of the arch bridge;
drawing the internal forces of the key part components of the arch bridge under each extracted load combination in an axial force-bending moment related curve coordinate system respectively to obtain critical damage state points under n groups of load combinations respectively, wherein the method comprises the following steps:
drawing the internal force of the extracted key part component of the arch bridge under one load combination 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 using the coordinate origin O (0, 0) and the internal force point P (N, M);
extending a straight line OP to enable the straight line OP to intersect with an axial force-bending moment related curve to obtain an intersection point A, wherein the intersection point A is a critical damage state point of a key part component of the arch bridge under the load combination;
according to the steps, the critical damage state points A of the key part components of the arch bridge under n groups of load combinations are sequentially obtained i 。
2. The rapid identification method for arch bridge buckling stability analysis according to claim 1, wherein before combining static load conditions of the arch bridge according to each least favorable load to obtain n groups of load combinations, the rapid identification method further comprises:
and establishing a finite element model of the arch bridge, and calculating and analyzing the static load working condition of the arch bridge.
3. The rapid identification method for buckling stability analysis of an arch bridge according to claim 1, wherein buckling stability safety coefficients K under n groups of load combinations are calculated according to critical failure state points under n groups of load combinations respectively i Values, including:
determining the limit bearing of the key part component of the arch bridge under each load combination according to the critical damage state point under each load combinationLoad force N ui With axial force N i ；
Ultimate bearing capacity N of key part components of lower arch bridge according to various load combinations ui With axial force N i Calculating buckling stability safety coefficient K under each load combination i Values.
4. An arch bridge buckling stability analysis rapid identification method according to claim 1, wherein the buckling stability safety coefficient K under n groups of load combinations is based on i Values, for minimum buckling stability safety factor, comprising:
selecting buckling stability safety coefficient K under n groups of load combinations i The minimum buckling stability safety factor K is taken as the minimum buckling stability safety factor K min 。
5. An arch bridge buckling stability analysis rapid identification method according to claim 1, wherein the calculating of the axial force-bending moment related curve of the ultimate bearing capacity of the key part of the arch bridge according to the section size and the material characteristics of the key part of the arch bridge comprises the following steps:
according to the section size of the 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 a concrete material, and a Park constitutive model is adopted for a steel material;
and calculating an axial force-bending moment correlation curve of the ultimate bearing capacity of the key part component of the arch bridge by using the section characteristic calculation model.
6. The rapid identification method for arch bridge buckling stability analysis according to claim 1, wherein after the critical failure state points under n groups of load combinations are obtained by using the axial force-bending moment correlation curves respectively, and the minimum buckling stability safety coefficient is calculated, further comprising:
stabilizing safety coefficient K for minimum buckling min And design target allowable value [ K ]]Comparing, and judging whether the arch bridge meets the buckling stability safety requirement;
if the minimum buckling stability safety coefficient K min Greater than or equal toIs equal to the design target allowable value [ K ]]The buckling stability and safety requirements are met;
if the minimum buckling stability safety coefficient K min Less than [ K ]]The buckling stability and safety requirements are not met, and the minimum buckling stability and safety coefficient K is required min The corresponding component size is adjusted until the minimum buckling stability safety coefficient K is recalculated min Meets the buckling stability and safety requirements.
7. A computer device comprising a processor and a memory having stored therein at least one program code that is loaded and executed by the processor to implement the arch bridge buckling stability analysis rapid identification method of any one of claims 1 to 6.
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| CN105133507A (en) * | 2015-04-10 | 2015-12-09 | 武汉理工大学 | Method for analyzing construction stability of main beam section of cable-stayed bridge by taking geometric nonlinearity into consideration |
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| US20180292299A1 (en) * | 2014-01-13 | 2018-10-11 | Hubei University Of Technology | Method of critical displacement forecast based on the deformation failure mechanism of slope |
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| CN105133507A (en) * | 2015-04-10 | 2015-12-09 | 武汉理工大学 | Method for analyzing construction stability of main beam section of cable-stayed bridge by taking geometric nonlinearity into consideration |
| CN111753455A (en) * | 2020-06-30 | 2020-10-09 | 仲恺农业工程学院 | Method for quickly calculating dynamic buckling of slender metal arch structure by considering geometric defects |
| CN114626127A (en) * | 2022-03-15 | 2022-06-14 | 中国电力科学研究院有限公司 | Method, system and equipment for calculating bending moment adjustment coefficient of main material of power transmission tower |
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