CN116467781B - Design method of economic quasi-shock-isolation system of highway bridge - Google Patents
Design method of economic quasi-shock-isolation system of highway bridge Download PDFInfo
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- 238000013461 design Methods 0.000 title claims abstract description 66
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Abstract
The application relates to the field of bridge and earthquake engineering, in particular to a highway bridge economy quasi-shock isolation system design method, which comprises the following steps: s1, determining a bridge structure, wherein the bridge structure comprises a bridge pier and a main girder arranged on the bridge pier, and a plate-type rubber support is arranged between the main girder and the bridge pier, so that relative sliding displacement can be generated between the main girder and the bridge pier through the plate-type rubber support; the bridge pier is also provided with an elastic-plastic stop block which applies elastic force to the main girder along the horizontal direction so that the main girder can be reset under the action of the elastic force after relative displacement is generated between the main girder and the bridge pier; the method can efficiently and conveniently obtain the design parameters of the elastic-plastic stop block size and the bridge pier reinforcement, which meet the design performance targets, has small calculated amount, is convenient for practical engineering application, and greatly improves the design and analysis efficiency of the bridge quasi-shock-isolation system.
Description
Technical Field
The application relates to the field of bridge and earthquake engineering, in particular to a highway bridge economy quasi-shock isolation system design method.
Background
The plate-type rubber support with low cost and good performance becomes one of the most widely applied support forms in highway bridges, and the plate-type rubber support is mostly in an unbonded constraint form in consideration of the convenience in installation and construction of the support on the bridges, so that the support is easy to slide under the action of an earthquake, and the main beam is caused to generate excessive horizontal displacement, so that the members such as a stop block, a bridge abutment, an expansion joint and the like are damaged by the impact of the main beam, and even serious falling Liang Zhenhai is caused; meanwhile, the plate-type rubber support slides to play a certain shock insulation effect on the bridge pier at the lower part of the bridge structure, so that the earthquake damage of the bridge pier is generally smaller. Based on the core concepts of 'allowing the plate-type rubber support to slide' and 'arranging the elastic-plastic stop block with low cost', the novel economic quasi-shock-insulation structure system of the highway bridge is formed after the plate-type rubber support and the elastic-plastic stop block are combined; under strong shock, the plate-type rubber support is allowed to slide to a certain extent, the shock insulation effect is achieved on the lower bridge pier, the support is controlled to slide within an allowable range by using the elastic-plastic stop block, and the girder falling can be prevented. Through reasonable design parameters of selecting the elastoplastic stop block, the effective balance of the displacement requirement of the main girder and the stress requirement of the bridge pier under the earthquake can be realized.
At present, nonlinear seismic response analysis based on an elastoplastic finite element model is generally adopted for the design calculation of a highway bridge quasi-seismic isolation system, the parameter values of elastoplastic stoppers meeting the design target are generally obtained through a large number of parameter analysis, and the design calculation method mainly has two defects: 1. the elastoplastic finite element modeling is complex, and the calculation convergence problem is easy to occur in nonlinear seismic response analysis; 2. the calculation workload of determining the design parameters of the elastic-plastic stop block through parameter analysis is large and time-consuming, which is unfavorable for the application of designers in actual engineering, so that the problem needs to be solved.
Disclosure of Invention
In order to avoid and overcome the technical problems in the prior art, the application provides a design method of an economic quasi-shock isolation system of a highway bridge. The method can efficiently and conveniently obtain the design parameters of the elastic-plastic stop block size and the bridge pier reinforcement, which meet the design performance targets, has small calculated amount, is convenient for practical engineering application, and greatly improves the design and analysis efficiency of the bridge quasi-shock-isolation system.
In order to achieve the above purpose, the present application provides the following technical solutions:
a highway bridge economy quasi-shock isolation system design method comprises the following steps:
s1, determining a bridge structure, wherein the bridge structure comprises a bridge pier and a main girder arranged on the bridge pier, and a plate-type rubber support is arranged between the main girder and the bridge pier, so that relative sliding displacement can be generated between the main girder and the bridge pier through the plate-type rubber support; the bridge pier is also provided with an elastic-plastic stop block which applies elastic force to the main girder along the horizontal direction so that the main girder can be reset under the action of the elastic force after relative displacement is generated between the main girder and the bridge pier;
s2, determining design parameters of the bridge structure, wherein the design parameters comprise:
maximum displacement ductility requirement mu of elastoplastic stop d ；
Maximum displacement ductility requirement mu of plate rubber support b ；
The basic period T of the bridge structure is not provided with the elastic-plastic stop block;
s3, obtaining a spectral acceleration value S of the bridge structure when the elastic-plastic stop block is not arranged according to the basic period T and the designed acceleration response spectrum a Setting a spectral acceleration value S corresponding to a bridge structure after arranging an elastoplastic stop block i >S a ；
S4, calculating the required elastoplastic stop stiffness K d And yield strength F yd Then calculating the basic period T of the bridge structure after the elastic-plastic stop block is arranged i Obtaining an updated structural spectrum acceleration value S i+1 ；
S5, judging the updated structural spectrum acceleration value S i+1 Whether to match the assumed spectral acceleration value S i Corresponding to the above; when the two values do not correspond, returning to step S3 to re-assume the spectral acceleration value S i When the two values correspond, executing step S6;
s6, according to the basic period T i Judging whether the bridge structure needs to be subjected to displacement correction, and obtaining the rigidity K of the final elastic-plastic stop block after correction df And yield strength F ydf According to the rigidity K of the elastic-plastic stop block df And yield strength F ydf And (3) designing the structural form and the size of the elastic-plastic stop block, and redesigning the reinforcement of the bridge pier according to the parameters of the elastic-plastic stop block.
As a further scheme of the application: in the step S2 of the process of the present application,
wherein ：Δb The maximum earthquake displacement of the plate-type rubber support;
Δ yb critical sliding displacement of the plate-type rubber support;
F yb is the sliding friction force of the plate-type rubber support;
K b the horizontal shearing rigidity sum of all the plate-type rubber supports on the bridge pier;
η i the strength ratio of the elastic plastic stop blocks is that of the elastic plastic stop blocks;
α i the rigidity ratio of the elastic-plastic stop block to the plate-type rubber support is set;
m is the total mass born by all plate-type rubber supports;
k is the integral elastic rigidity of the bridge structure when no elastic-plastic stop block is arranged;
K p is the lateral thrust resistance rigidity of the bridge pier.
As still further aspects of the application: strength ratio xi of plate rubber support i The method comprises the following steps:
wherein ,Fe Is the seismic inertia force of the main beam, F e ＝MS i 。
As still further aspects of the application: in the step S4 of the process of the present application,
K d ＝K b α i ；
K i the elastic plastic block is arranged on the bridge structure.
As still further aspects of the application: in step S6, when the basic period T i When the characteristic period of the designed acceleration response spectrum is not more than 1.25 times, the calculated mu is calculated according to the principle of equal energy b and μd The value is multiplied by a correction coefficient to carry out correction, and the correction coefficient R d The method comprises the following steps:
wherein ：Tg Designing a characteristic period of an acceleration response spectrum;
μ is the displacement ductility coefficient to be corrected.
As still further aspects of the application: in step S6, the reinforcement design of the bridge pier is such that the bridge pier has a transverse thrust strength F yp The following formula is satisfied:
wherein ,representing the super-strong coefficient of the material;
F d the horizontal elastic force of the elastic plastic stop block under the displacement level is designed.
As still further aspects of the application: in step S5, when the updated structural spectrum acceleration value S i+1 And the assumed spectral acceleration value S i If not, S in step S3 i Replaced by S i+1 。
As still further aspects of the application: maximum displacement ductility requirement mu of elastoplastic stop d According to the construction form and the material performance, and combined with test data, the maximum deformation capacity of the elastic-plastic stop block is not exceeded;
maximum displacement ductility requirement mu of plate rubber support b The plate rubber support is allowed to slide according to the sizes of the plate rubber support, the main beam and the bridge pier, but the main beam is not allowed to fall down for the purpose of comprehensive determination.
An electronic device comprises a processor, an input device, an output device and a memory, wherein the processor, the input device, the output device and the memory are sequentially connected, the memory is used for storing a computer program, the computer program comprises program instructions, and the processor is configured to call the program instructions and execute the highway bridge economy quasi-shock isolation system design method.
A readable storage medium storing a computer program comprising program instructions that when executed by a processor cause the processor to perform the method of highway bridge economic quasi-seismic system design.
Compared with the prior art, the application has the beneficial effects that:
1. according to the application, through serial-parallel connection simplification of the main beam, the plate rubber support, the elastoplastic stop block and the bridge pier, three dimensionless parameters of the intensity ratio xi of the plate rubber support, the intensity ratio of the elastoplastic stop block and the rigidity ratio of the elastoplastic stop block and the plate rubber support are introduced, and theoretical formulas among the three parameters are deduced, so that a direct corresponding relation between the earthquake displacement requirement of the plate rubber support and the design parameters of the elastoplastic stop block is obtained, and a designer only needs to input a set displacement requirement target of the plate rubber support and basic bridge parameters.
2. The application is constructed by a formula, and the corresponding relation between the displacement requirement of the plate-type rubber support in the bridge quasi-shock-isolation system and the design parameter of the elastic-plastic stop block is defined, so that the structural design process is embodied and simplified, the design precision is ensured, the universality is wide, and a carrier is provided for the economic quasi-shock-isolation design method of the highway bridge.
3. According to the application, a structural elastoplastic finite element model is not required to be established, a great number of nonlinear seismic response parameter analyses are not required to be carried out to determine the design parameter values of the elastoplastic stop block such as yield strength, rigidity, bridge pier reinforcement and the like, the analysis design flow is greatly simplified through a brand new design method, the direct corresponding relation between the design target and the parameters to be designed is established by introducing 3 dimensionless parameters, the complex intermediate calculation process is avoided, and the design efficiency is greatly improved.
Drawings
FIG. 1 is a schematic diagram of a bridge structure according to the present application.
FIG. 2 is a graph showing the comparison of the designed acceleration response spectrum and the artificial seismic wave acceleration response spectrum matched with the designed acceleration response spectrum in the application;
FIG. 3 is a graph showing the comparison of the maximum displacement ductility requirements of front and rear plate rubber supports designed by the method provided by the application;
FIG. 4 is a graph comparing the displacement ductility requirement time course of the front and rear plate type rubber support designed by the method provided by the application (taking one artificial wave as an example);
FIG. 5 is a graph of the lateral thrust versus lateral displacement hysteresis of a pier after design using the method provided by the present application;
in the figure: 1. an elastoplastic stop; 2. a plate-type rubber support; 3. a main beam; 4. and (3) pier.
Detailed Description
The following description of the embodiments of the present application will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
Referring to fig. 1 to 5, in an embodiment of the application, a method for designing an economic quasi-shock isolation system of a highway bridge includes the following steps:
s1, determining a bridge structure, wherein the bridge structure comprises a bridge pier 4 and a main girder 3 arranged on the bridge pier 4, and a plate-type rubber support 2 is arranged between the main girder 3 and the bridge pier 4, so that relative sliding displacement can be generated between the main girder 3 and the bridge pier 4 through the plate-type rubber support 2; wherein, the plate-type rubber support 2 is fixed at the bottom of the main beam 3 through fixing pieces such as bolts.
The bridge pier 4 is also provided with an elastic-plastic stop block 1 which applies elastic force to the girder 3 along the horizontal direction, so that the girder 3 can be reset under the action of the elastic force after generating relative displacement relative to the bridge pier 4. The elastoplastic stops 1 are preferably symmetrically arranged on both sides of the main beam 3.
S2, determining design parameters of the bridge structure, wherein the design parameters comprise:
maximum displacement ductility requirement mu of elastoplastic stop 1 d ；
Maximum displacement ductility requirement mu of plate rubber support 2 b ；
The basic period T of the bridge structure is not provided with the elastic-plastic stop block 1;
wherein ：Δb Is the maximum earthquake displacement of the plate rubber support 2;
Δ yb critical sliding displacement of the plate-type rubber support 2;
F yb the sliding friction force of the plate-type rubber support 2 is determined by the vertical constant load and the friction coefficient born by the support;
K b the sum of the horizontal shearing rigidity of all the plate-type rubber supports 2 on the bridge pier 4 can be calculated according to the specification;
η i the strength ratio of the elastic plastic stop block 1;
α i the rigidity ratio of the elastic plastic stop block 1 to the plate-type rubber support 2 is shown;
m is the total mass born by all the plate-type rubber supports 2;
k is the integral elastic rigidity of the bridge structure when the elastic plastic stop block 1 is not arranged, and the integral elastic rigidity is contributed by a series system formed by the plate-type rubber support 2 and the bridge pier 4;
K p is the lateral thrust stiffness of the bridge pier 4.
Strength ratio ζ of plate rubber support 2 i The method comprises the following steps:
maximum displacement ductility requirement mu of elastoplastic stop 1 d According to the construction form, the material performance and the test data, the maximum deformation capacity of the elastic plastic stop block 1 is not exceeded.
The structural forms of the elastic-plastic stop block 1 include, but are not limited to, triangular, X-shaped, H-shaped, round bar-shaped and the like; the dimensions mainly include: the plane size and the plate thickness of the steel plate of the elastic plastic stop block 1.
Maximum displacement ductility requirement mu of plate rubber support 2 b The plate rubber support 2, the main beam 3 and the bridge pier 4 are required to be comprehensively determined according to the sizes of the plate rubber support 2, the main beam 3 and the bridge pier 4, wherein the sliding of the plate rubber support 2 is allowed, but the falling of the main beam 3 is not allowed.
S3, obtaining a spectral acceleration value S of the bridge structure when the elastic plastic stop block 1 is not arranged according to the basic period T and the designed acceleration response spectrum a Setting a spectral acceleration value S corresponding to a bridge structure after arranging the elastic-plastic stop block 1 i >S a ；
S4, calculating the required rigidity K of the elastic-plastic stop block 1 d And yield strength F yd Then calculate the basic period T of the bridge structure after setting the elastic plastic stop block 1 i Obtaining an updated structural spectrum acceleration value S i+1 ；
K d ＝L b α i ；
wherein ,Fe Is the seismic inertia force of the main beam 3, F e ＝MS i ；
K i The elastic plastic block 1 is arranged on the whole elastic rigidity of the rear bridge structure.
S5, judging the updated structural spectrum acceleration value S i+1 Whether to match the assumed spectral acceleration value S i Correspondingly, corresponding fingers herein allow for certain errors; when the two values do not correspond, returning to step S3 to re-assume the spectral acceleration value S i When the two values correspond, executing step S6;
when the updated structural spectrum acceleration value S i+1 And a set spectral acceleration value S i If not, S in step S3 i Replaced by S i+1 。
S6, according to the basic period T i Judging whether the bridge structure needs to be corrected in displacement or not, and when the basic period T is i When the characteristic period of the designed acceleration response spectrum is not more than 1.25 times, the calculated mu is calculated according to the principle of equal energy b and μd The value is multiplied by a correction coefficient to carry out correction, and the correction coefficient R d The method comprises the following steps:
wherein ：Tg Designing a characteristic period of an acceleration response spectrum;
μ is the displacement ductility coefficient to be corrected.
The rigidity K of the final elastoplastic stop block is obtained after correction df And yield strength F ydf . According to the rigidity K of the elastic-plastic block 1 df And yield strength F ydf The structural form and the size of the elastic-plastic stop block 1 are designed, and the reinforcement of the bridge pier 4 is redesigned according to the parameters of the elastic-plastic stop block 1.
The reinforcement design of the bridge pier 4 should lead to a bridgeTransverse thrust strength F of pier 4 yp The following formula is satisfied:
wherein ,representing the super-strong coefficient of the material;
F d the horizontal elastic force of the elastic plastic stop block under the displacement level is designed.
Calculated: alpha i ＝K d /K b ；η i ＝F e /F yd ；The direct corresponding relation between the earthquake displacement requirement of the plate-type rubber support 2 and the design parameter of the elastic-plastic stop block 1 can be obtained.
Aiming at a 25-meter span, the simple support T-shaped beam bridge adopting the bridge structure of the application is used for earthquake-resistant design, and the transverse bridge direction of the bridge is taken as an example for quasi-earthquake-resistant design, and the known scene parameter design is shown in the following table:
table 1: embodiment known scene parameters
The bridge structure of this embodiment uses the structural performance target meeting the setting under the design earthquake intensity as the design constraint, and the setting earthquake resistance target is as follows:
the maximum earthquake displacement requirement of the plate rubber support 2 is larger than the critical sliding displacement but not more than 0.2m;
the bridge pier 4 basically maintains elasticity under the designed earthquake action.
FirstDetermining the maximum displacement ductility requirement mu of the elastic-plastic stop 1 according to the form of the elastic-plastic stop 1 d 6.0 according to the formulaCalculating the maximum displacement ductility requirement mu of the plate-type rubber support 2 b Mu is initially specified to be 1.64 in consideration of the later displacement correction d＝4.5 and μb ＝1.4；
From the formulaAnd calculating the basic period T of the bridge to be 1.13s when the elastic-plastic stop block 1 is not arranged.
Obtaining a spectral acceleration value S of the bridge structure when the elastic plastic stop block 1 is not arranged according to the bridge basic period T and the designed acceleration response spectrum (shown in figure 2) a Assuming a spectral acceleration S of the bridge after setting an elastoplastic stop 1 of 1.254g i The seismic inertia force F of the bridge girder 3 is calculated and obtained when the designed reaction spectrum platform section is 1.575g e 8767kN.
From the formulaCalculating to obtain the strength ratio xi of the plate rubber support 2 i 3.43;
from the formulaCalculating the rigidity ratio alpha of the elastic-plastic stop block 1 and the plate-type rubber support 2 i 1.45;
from the formulaCalculating the rigidity ratio eta of the elastic plastic stop block 1 i 7.6.
From formula K d ＝K b α i 、Respectively calculating the required rigidity K of the elastic-plastic stop block 1 d 30307 kN/mYield strength F of elastoplastic stop 1 yd For 1154kN, setting the basic period T of the bridge structure after the elastic-plastic stop block 1 i 0.81s.
After judging and designing the elastic-plastic stop block 1, the actual spectral acceleration S of the bridge i+1 1.575g and an assumed value S i Equal, so no iteration is required.
Since the basic period T=0.81 s of the bridge structure after the elastic-plastic stop block 1 is arranged is less than 1.25T g According to the formulaFor mu b and μd Performing displacement correction, and correcting mu b and μd 1.56 and 5.0, respectively.
According to the final rigidity K of the elastic-plastic stop block 1 d =30307 kN/m and transverse push strength F yd Design elastoplastic stop 1 dimensions =1154kn; according to the design parameters of the elastic-plastic stop block 1, the transverse pushing-resistant strength F of the bridge pier 4 is calculated yp For the double-column pier with the height of 8.0m and the pier diameter of 1.4m in the embodiment, the pier design reinforcement ratio can meet the requirement of the pier on the anti-thrust strength when the pier design reinforcement ratio is 2.3 percent.
In order to verify the rationality of designing a bridge quasi-seismic isolation system by adopting the method of the embodiment, calculating the seismic response of a structure under the design of the seismic intensity by adopting a nonlinear time-course method, selecting 10 artificial seismic waves matched with the design acceleration response spectrum as seismic input, and providing responses of the support and the bridge pier in the bridge quasi-seismic isolation system after the design by adopting the method provided by the application under the artificial seismic wave input by figures 3-5.
As can be seen from the combination of FIG. 3, the design parameters (the rigidity is 30307 kN/m, the transverse anti-pushing strength is 1154 kN) of the elastic-plastic stop block 1 obtained by the method provided by the application can control the average maximum earthquake displacement ductility requirement of the plate-type rubber support 2 to be about 1.54, meet the design target limit value of 1.64 and have a 6% error with the design target, thereby proving the effectiveness and rationality of the method for the design of the elastic-plastic stop block 1.
In connection with fig. 4, a time course curve of the support seismic displacement requirement given by a certain seismic wave is taken as an example to further explain that when the elastoplastic stop block 1 is not arranged, the maximum displacement ductility requirement of the plate-type rubber support 2 is 2.81, and after the elastoplastic stop block 1 designed according to the method is arranged, the maximum displacement ductility requirement of the plate-type rubber support 2 is reduced to 1.56, and the design target value 1.64 is met.
As can be seen from fig. 5, the design reinforcement ratio 2.3% obtained by the method provided by the application is used for bridge pier reinforcement design, so that the bridge pier 4 is basically in the linear elastic response range (the hysteresis curve of the relationship between the force and displacement of the bridge pier is basically in a long and narrow linear shape) under the design earthquake action, the design goal of basically keeping elasticity of the bridge pier at the lower part under the design earthquake action is met, and the rationality of the method for bridge pier reinforcement design is proved.
Another embodiment of the application is an electronic device.
The electronic device may be the mobile device itself, or a stand-alone device independent thereof, which may communicate with the mobile device to receive the acquired input signals from them and to send the selected target decision-making actions thereto.
The electronic device includes one or more processors and memory.
The processor may be a Central Processing Unit (CPU) or other form of processing unit having data processing and/or instruction execution capabilities, and may control other components in the electronic device to perform the desired functions.
The memory may include one or more computer program products that may include various forms of computer-readable storage media, such as volatile memory and/or non-volatile memory. The volatile memory may include, for example, random Access Memory (RAM) and/or cache memory (cache), and the like. The non-volatile memory may include, for example, read Only Memory (ROM), hard disk, flash memory, and the like. One or more computer program instructions may be stored on the computer readable storage medium that can be executed by a processor to implement a method of highway bridge economic quasi-seismic system design in accordance with various embodiments of the application described above.
In one example, the electronic device may further include: input devices and output devices, which are interconnected by a bus system and/or other forms of connection mechanisms. For example, the input device may include various devices such as an on-board diagnostic system (OBD), a video camera, an industrial camera, and the like. The input device may also include, for example, a keyboard, mouse, etc. The output means may include, for example, a display, speakers, a printer, and a communication network and remote output devices connected thereto, etc.
In addition, the electronic device may include any other suitable components depending on the particular application.
Yet another embodiment of the application may be a computer program product comprising computer program instructions which, when executed by a processor, cause the processor to perform the steps of a highway bridge economic quasi-shock isolation system design method according to the various embodiments of the application described in the above-mentioned one highway bridge economic quasi-shock isolation system design method section of the present specification.
The computer program product may write program code for performing operations of embodiments of the present application in any combination of one or more programming languages, including an object oriented programming language such as Java, C++ or the like and conventional procedural programming languages, such as the "C" programming language or similar programming languages. The program code may execute entirely on the user's computing device, partly on the user's device, as a stand-alone software package, partly on the user's computing device, partly on a remote computing device, or entirely on the remote computing device or server.
Furthermore, embodiments of the present application may also be a computer-readable storage medium having stored thereon computer program instructions, which when executed by a processor, cause the processor to perform the highway bridge economic quasi-seismic system design method in this specification.
The computer readable storage medium may employ any combination of one or more readable media. The readable medium may be a readable signal medium or a readable storage medium. The readable storage medium may include, for example, but is not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or a combination of any of the foregoing. More specific examples (a non-exhaustive list) of the readable storage medium would include the following: an electrical connection having one or more wires, a portable disk, a hard disk, random Access Memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fiber, portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.
The basic principles of the present application have been described above in connection with specific embodiments, however, it should be noted that the advantages, benefits, effects, etc. mentioned in the present application are merely examples and not intended to be limiting, and these advantages, benefits, effects, etc. are not to be considered as essential to the various embodiments of the present application. Furthermore, the specific details disclosed herein are for purposes of illustration and understanding only, and are not intended to be limiting, as the application is not necessarily limited to practice with the above described specific details.
The block diagrams of the devices, apparatuses, devices, systems referred to in the present application are only illustrative examples and are not intended to require or imply that the connections, arrangements, configurations must be made in the manner shown in the block diagrams. As will be appreciated by one of skill in the art, the devices, apparatuses, devices, systems may be connected, arranged, configured in any manner. Words such as "including," "comprising," "having," and the like are words of openness and mean "including but not limited to," and are used interchangeably therewith. The terms "or" and "as used herein refer to and are used interchangeably with the term" and/or "unless the context clearly indicates otherwise. The term "such as" as used herein refers to, and is used interchangeably with, the phrase "such as, but not limited to.
It is also noted that in the apparatus, devices and methods of the present application, the components or steps may be disassembled and/or assembled. Such decomposition and/or recombination should be considered as equivalent aspects of the present application.
The previous description of the disclosed aspects is provided to enable any person skilled in the art to make or use the present application. Various modifications to these aspects will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other aspects without departing from the scope of the application. Thus, the present application is not intended to be limited to the aspects shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
The foregoing description has been presented for purposes of illustration and description. Furthermore, this description is not intended to limit embodiments of the application to the form disclosed herein. Although a number of example aspects and embodiments have been discussed above, a person of ordinary skill in the art will recognize certain variations, modifications, alterations, additions, and subcombinations thereof.
Claims (10)
1. The design method of the economic quasi-shock isolation system of the highway bridge is characterized by comprising the following steps of:
s1, determining a bridge structure, wherein the bridge structure comprises a bridge pier (4) and a main girder (3) arranged on the bridge pier (4), and a plate-type rubber support (2) is arranged between the main girder (3) and the bridge pier (4) so that relative sliding displacement can be generated between the main girder (3) and the bridge pier (4) through the plate-type rubber support (2); the bridge pier (4) is also provided with an elastic-plastic stop block (1) which applies elastic force to the main girder (3) along the horizontal direction, so that the main girder (3) can be reset under the action of the elastic force after generating relative displacement relative to the bridge pier (4);
s2, determining design parameters of the bridge structure, wherein the design parameters comprise:
maximum displacement ductility requirement mu of elastoplastic stop (1) d ；
Maximum displacement ductility requirement mu of plate-type rubber support (2) b ；
The basic period T of the bridge structure is not provided with the elastic-plastic stop block (1);
s3, obtaining a spectral acceleration value S of the bridge structure when the elastic plastic stop block (1) is not arranged according to the basic period T and the designed acceleration response spectrum a Setting a spectral acceleration value S corresponding to a bridge structure after arranging an elastoplastic stop block (1) i >S a ；
S4, calculating the required rigidity K of the elastoplastic stop block (1) d And yield strength F yd Then calculating the basic period T of the bridge structure after the elastic-plastic stop block (1) is arranged i Obtaining an updated structural spectrum acceleration value S i+1 ；
S5, judging the updated structural spectrum acceleration value S i+1 Whether to match the assumed spectral acceleration value S i Corresponding to the above; when the two values do not correspond, returning to step S3 to re-assume the spectral acceleration value S i When the two values correspond, executing step S6;
s6, according to the basic period T i Judging whether the bridge structure needs to be subjected to displacement correction, and obtaining the rigidity K of the final elastic-plastic stop block after correction df And yield strength F ydf According to the rigidity K of the elastic-plastic stop block (1) df And yield strength F ydf The structural form and the size of the elastic-plastic stop block (1) are designed, and the reinforcement of the bridge pier (4) is redesigned according to the parameters of the elastic-plastic stop block (1).
2. The method for designing a quasi-seismic isolation system for highway bridges according to claim 1, wherein, in step S2,
wherein ：Δb Is the maximum earthquake displacement of the plate-type rubber support (2);
Δ yb is critical sliding displacement of the plate-type rubber support (2);
F yb is the sliding friction force of the plate-type rubber support (2);
K b the horizontal shearing rigidity sum of all the plate-type rubber supports (2) on the bridge pier (4);
η i is the strength ratio of the elastic plastic stop block (1);
α i the rigidity ratio of the elastic plastic stop block (1) to the plate-type rubber support (2);
m is the total mass born by all the plate-type rubber supports (2);
k is the integral elastic rigidity of the bridge structure when the elastic-plastic stop block (1) is not arranged;
K p is the lateral thrust resistance rigidity of the bridge pier (4).
3. The method for designing the economic quasi-shock-isolation system of the highway bridge according to claim 2, wherein the strength ratio ζ of the plate type rubber support (2) i The method comprises the following steps:
wherein ,Fe Is the seismic inertia force of the main beam (3), F e ＝MS i 。
4. The method for designing a quasi-seismic isolation system for highway bridges according to claim 2, wherein, in step S4,
K d ＝K b α i ；
K i the elastic plastic stop block (1) is arranged for the integral elastic rigidity of the rear bridge structure.
5. The method for designing a quasi-seismic isolation system for highway bridges according to any of claims 1 to 4, wherein in step S6, when the basic period T is i When the characteristic period of the designed acceleration response spectrum is not more than 1.25 times, the calculated mu is calculated according to the principle of equal energy b and μd The value is multiplied by a correction coefficient to carry out correction, and the correction coefficient R d The method comprises the following steps:
wherein ：Tg Designing a characteristic period of an acceleration response spectrum;
μ is the displacement ductility coefficient to be corrected.
6. The method for designing a quasi-seismic system for highway bridges according to any one of claims 2 to 4, wherein in step S6, the reinforcement of the bridge pier (4) is designed such that the bridge pier (4) has a transverse thrust strength F yp The following formula is satisfied:
wherein ,representing the super-strong coefficient of the material;
F d the horizontal elastic force of the elastic plastic stop block (1) under the displacement level is designed.
7. The method for designing a quasi-seismic isolation system for highway bridges according to any of claims 1-4, wherein in step S5, when the structural spectrum acceleration value S is updated i+1 And the assumed spectral acceleration value S i If not, S in step S3 i Replaced by S i+1 。
8. A method for designing a quasi-seismic system for highway bridges according to any one of claims 1 to 4, characterized by the requirement μ for maximum displacement ductility of the elastoplastic stop (1) d According to the construction form and the material performance, and combined with test data, the maximum deformation capacity of the elastic plastic stop block (1) is not exceeded;
maximum displacement ductility requirement mu of plate-type rubber support (2) b According to the sizes of the plate-type rubber support (2), the main beam (3) and the bridge pier (4), the plate-type rubber support (2) is allowed to slide, but the main beam (3) is not allowed to fall down for target comprehensive determination.
9. An electronic device comprising a processor, an input device, an output device, and a memory, the processor, the input device, the output device, and the memory being connected in sequence, the memory being configured to store a computer program, the computer program comprising program instructions, the processor being configured to invoke the program instructions to perform a method of designing a quasi-seismic isolation system for a highway bridge according to any one of claims 1 to 4.
10. A readable storage medium, characterized in that the storage medium stores a computer program comprising program instructions which, when executed by a processor, cause the processor to perform a method for designing a quasi-seismic system for road bridges according to any one of claims 1 to 4.
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