CN-121707359-B - Bridge construction safety risk dynamic early warning method and system based on BIM

CN121707359BCN 121707359 BCN121707359 BCN 121707359BCN-121707359-B

Abstract

The invention discloses a bridge construction safety risk dynamic early warning method and system based on BIM, wherein the method comprises the steps of generating a time-varying structure topological graph sequence; the method comprises the steps of forming a key risk component set based on a time-varying structure topological graph sequence and construction monitoring data acquired in real time, constructing a local stress evolution model, predicting stress states and stability coefficients of components, calculating risk coupling strength between the components based on the stability coefficients predicted by the components, simulating failure linkage effects of the components, calculating dynamic instability probability of a bridge, setting early warning thresholds of different grades, triggering bridge instability early warning of corresponding grades according to the dynamic instability probability, and generating an optimized control strategy. The system comprises a time-varying topology generation module, a risk component identification module, a stress evolution prediction module, a coupling strength calculation module, a instability probability calculation module and an early warning strategy generation module. The invention solves the problem of the traditional bridge construction safety management and provides reliable technical support for the bridge construction safety.

Inventors

YUAN YUAN
MI HAI
LIN KAI
ZHANG JIWEI
YAO DEWU
JU LANG
TANG HONGWU

Assignees

四川中水成勘院工程物探检测有限公司

Dates

Publication Date: 20260512
Application Date: 20260224

Claims (5)

1. The bridge construction safety risk dynamic early warning method based on BIM is characterized by comprising the following steps: S1, acquiring a BIM three-dimensional structure model of bridge construction, generating a time-varying structure topological graph sequence according to construction progress plan information, and reflecting dynamic changes of built components, temporary supporting components and connection relations in each construction stage; s2, identifying key risk components in the current construction stage based on the time-varying structure topological graph sequence and construction monitoring data acquired in real time, and forming a key risk component set; S3, constructing a local stress evolution model taking the key risk components as cores aiming at each key risk component in the key risk component set, and predicting the stress state and stability coefficient of each component in a future pre-facility process; S4, calculating risk coupling strength between the components based on the stability coefficient predicted by the components and the space connection relation in the time-varying structural topological graph; S5, simulating failure linkage effect of each component by taking the risk coupling strength as a link coefficient, and fusing the attenuation probability of the stability coefficient of the component to calculate the dynamic instability probability of the bridge; S6, setting early warning thresholds of different grades, triggering bridge instability early warning of corresponding grades according to the dynamic instability probability and the sizes of the early warning thresholds of different grades, and generating an optimization control strategy comprising construction sequence adjustment, temporary support reinforcement or construction suspension; The step S3 includes: s31, extracting current geometric boundary conditions, mechanical connection states and associated component information of key risk components by taking a time-varying structural topological graph at the current construction stage as a reference; S32, acquiring construction load time sequence distribution data, temporary facility dismantling time sequence and material time-varying mechanical parameters related to key risk components; S33, establishing a simplified mechanical model taking a key risk component as a core according to the mechanical connection state and the related component information as a local stress evolution model, wherein the geometric boundary condition of the simplified mechanical model is set according to a mechanical transmission path; S34, using construction load time sequence distribution data, temporary facility dismantling time sequence and material time-varying mechanical parameters as time-varying input conditions, and gradually updating parameters of a local stress evolution model according to the sequence of future temporary facility working procedures; S35, predicting the stress state of the component at the end of each future pre-construction step through iterative calculation, and calculating the stability coefficient of the component in the current construction step based on the predicted stress state and the material time-varying mechanical parameter; S36, summarizing the stress states predicted by all future pre-facility steps, and outputting the stress states and stability coefficients of the component evolved in the sequence of the future pre-facility steps; The method for calculating the stability coefficient under the current construction step specifically comprises the following steps: S351, acquiring material allowable stress and material elastic modulus of the component under the current construction step, and extracting a control section equivalent stress value of the component under the current construction step from a stress state output by the local stress evolution model; s352, selecting an adaptive stability factor calculation criterion according to the stress type and the failure mode of the component, and outputting the stability factor of the component; The step S4 includes: s41, obtaining all directly connected component pairs in the current construction stage from a time-varying structural topological graph; S42, for each pair of directly connected components, reading the respective stability coefficient and topology key index of two components in the component pair, and further realizing the basic data fusion of the self-safety state and the topology core degree of the components; s43, respectively calculating risk factors of the two components, and adding the risk factors of the two components to obtain risk coupling strength between the component pairs, wherein the risk factors are the proportion of topological criticality indexes and stability coefficients of the components; the step S5 includes: S51, establishing a failure propagation network among components based on a space connection relation and a mechanical transmission path between the components defined in a time-varying structural topological graph by taking key risk components in a key risk component set as initial failure triggering points, and obtaining a core starting point and a connection path of failure propagation; s52, taking the risk coupling strength as a link coefficient of a corresponding connection path in the failure propagation network; s53, starting from each initial failure trigger point, dynamically deducting the failure linkage effect according to the propagation process of the failure state of the connection path and the link coefficient recursion simulation of the failure propagation network; In the dynamic deduction process, setting a destabilization critical threshold of the component, calculating a decay probability coefficient according to the risk coupling strength, and calculating a stability coefficient decay probability according to the stability coefficient, the destabilization critical threshold and the decay probability coefficient of the component; if the attenuation probability of the stability coefficient is greater than 1, judging that the component fails, otherwise, judging that the component does not fail; when one of the components is judged to be invalid, the stability coefficient of the adjacent component is proportionally reduced according to the link coefficient of the corresponding connecting path; specifically, the calculation formula for reducing the stability coefficient of the adjacent component is that the stability coefficient after the reduction is =the original stability coefficient is constructed (1-risk coupling strength/strength normalization factor); S54, continuously carrying out dynamic deduction on the failure linkage effect of the failure propagation network until no component in the failure propagation network is judged to be failed or the continuous dynamic deduction process completely covers all components in the time-varying structural topological graph, and ending the dynamic deduction process; s55, in each dynamic deduction process, if more than a set number of components are judged to be invalid or the mechanical transmission path is interrupted, judging that the bridge Liang Shiwen is in the dynamic deduction process, otherwise, judging that the bridge is not unstable in the dynamic deduction process; s56, counting the total number of dynamic deductions of the failure linkage effect and the number of times of judging the bridge instability in the dynamic deduction process, and calculating the dynamic instability probability of the bridge; The formula of the attenuation probability coefficient is that the attenuation probability coefficient=type basic value+risk coupling strength×adjustment coefficient; the calculation formula of the stability factor attenuation probability is that stability factor attenuation probability=attenuation probability factor× (threshold of instability/stability factor).
2. The bridge construction safety risk dynamic early warning method based on BIM according to claim 1, wherein the step S1 includes: S11, extracting geometric information, attribute information and initial topological connection relation of all components from a BIM three-dimensional structure model of bridge construction, wherein the components comprise permanent components and temporary supporting components; s12, analyzing construction progress plan information, acquiring a component construction time sequence taking a construction stage as a unit, and obtaining a planned installation completion time point and a planned installation completion state of each component; s13, associating a planned installation completion time point of the component with the component in the BIM three-dimensional structure model, and establishing a mapping relation between the component and the construction stage; s14, generating a time-varying structure topological graph of each construction stage according to the mapping relation between the components and the construction stages, wherein each time-varying structure topological graph comprises components planned to be built in the current construction stage and the previous construction stage, effective temporary supporting components in the current stage and connection relations; And S15, defining and updating a spatial connection relation and a mechanical transmission path between the components in each time-varying structure topological graph based on the component type and the initial topological connection relation, and forming a complete time-varying structure topological graph sequence.
3. The bridge construction safety risk dynamic early warning method based on BIM according to claim 2, wherein the step S2 includes: S21, extracting a time-varying structure topological graph corresponding to the current construction stage from a time-varying structure topological graph sequence, screening out all constructed components in a stress state, and forming a component set to be evaluated; S22, for each member in the member set to be evaluated, collecting a stress value and a displacement value which are monitored in real time, and calculating a stress history change rate based on the stress value which is monitored in history; s23, based on the space connection relation of each member in the member set to be evaluated, acquiring displacement values monitored by adjacent members in real time, and calculating deformation cooperative scheduling with the adjacent members; s24, evaluating topological criticality indexes according to the spatial connection relation of each member in the time-varying structure topological graph in the member set to be evaluated, and determining the core degree and influence weight of the member in the bridge integral structure; S25, setting stress history change rate thresholds, deformation coordination degree thresholds and topology criticality index thresholds of different types of components; If the stress history change rate of the component exceeds the stress history change rate threshold, the deformation cooperative degree is lower than the deformation cooperative degree threshold or the topological key index exceeds the topological key index threshold, judging the component as a key risk component, otherwise, judging the component as a non-key risk component; S26, obtaining all key risk components in the component set to be evaluated, and further constructing the key risk component set in the current construction stage.
4. The bridge construction safety risk dynamic early warning method based on BIM according to claim 3, wherein the specific method for evaluating the topological criticality index is as follows: S241, counting the number of adjacent components directly connected by components in a component set to be evaluated in a time-varying structural topological graph corresponding to the current construction stage, and taking the number as the topological connectivity of the components; s242, judging whether a component is positioned on a key force transmission path from a main construction load acting point to a foundation support based on the initial topological connection relation and a mechanical transmission path defined in a time-varying structure topological graph, if so, assigning a value of 1 to the key force transmission path, otherwise, assigning a value of 0 to the key force transmission path; S243, respectively giving preset type weight coefficients to the permanent member and the temporary support member by the type of the combination member; s244, carrying out weighted calculation according to the topological connectivity, the judgment value of the key force transmission path and the type weight coefficient to obtain the topological criticality index of the component; the calculation formula of the topological critical index is that the topological critical index=0.3×topological connectivity+0.5×judgment value of the critical force transmission path+0.2×type weight coefficient.
5. An early warning system for performing the BIM-based bridge construction security risk dynamic early warning method of any one of claims 1 to 4, comprising: The time-varying topology generation module is used for acquiring a BIM three-dimensional structure model of bridge construction and generating a time-varying structure topological graph sequence according to construction progress plan information; The risk component identification module is used for identifying key risk components in the current construction stage based on the time-varying structure topological graph sequence and the construction monitoring data acquired in real time, and forming a key risk component set; The stress evolution prediction module is used for constructing a local stress evolution model taking the key risk components as cores aiming at each key risk component in the key risk component set, and predicting the stress state and the stability coefficient of each component in the future pre-construction process; The coupling strength calculation module is used for calculating the risk coupling strength between the components based on the stability coefficient predicted by the components and the space connection relation in the time-varying structural topological graph; The instability probability calculation module is used for simulating failure linkage effects of all the components by taking the risk coupling strength as a link coefficient, and calculating dynamic instability probability of the bridge by fusing the stability coefficient attenuation probability of the components; The early warning strategy generation module is used for setting early warning thresholds of different grades, triggering bridge instability early warning of corresponding grades according to the dynamic instability probability and the sizes of the early warning thresholds of different grades, and generating an optimized control strategy comprising construction sequence adjustment, temporary support reinforcement or construction suspension.

Description

Bridge construction safety risk dynamic early warning method and system based on BIM Technical Field The invention relates to the field of bridge construction safety management, in particular to a bridge construction safety risk dynamic early warning method and system based on BIM. Background Along with the development of bridge engineering to large-span and complex structures, the safety risk management and control of the construction process has become a core technical requirement for guaranteeing the engineering quality and personnel safety. At present, the traditional bridge construction safety management method is difficult to accurately evaluate the dynamic evolution of component risks in the construction process, static analysis or post-treatment is generally relied on, so that the predictability of potential linkage failure is insufficient, potential safety hazards cannot be avoided in advance, and the safety management cost and the accident occurrence probability in the construction stage are greatly increased. Therefore, development of a new bridge construction safety risk dynamic early warning method and system based on BIM is needed. Disclosure of Invention Aiming at the defects in the prior art, the invention provides a bridge construction safety risk dynamic early warning method and system based on BIM, which improve the current situations that the traditional bridge construction safety management depends on static evaluation or post-remediation, and lack prejudgment on potential risk relevance and evolution trend, so that the safety early warning is lagged and the pertinence is insufficient. In order to achieve the aim of the invention, the invention adopts the following technical scheme: The utility model provides a bridge construction safety risk dynamic early warning method based on BIM, which comprises the following steps: S1, acquiring a BIM three-dimensional structure model of bridge construction, generating a time-varying structure topological graph sequence according to construction progress plan information, and reflecting dynamic changes of built components, temporary supporting components and connection relations in each construction stage; s2, identifying key risk components in the current construction stage based on the time-varying structure topological graph sequence and construction monitoring data acquired in real time, and forming a key risk component set; S3, constructing a local stress evolution model taking the key risk components as cores aiming at each key risk component in the key risk component set, and predicting the stress state and stability coefficient of each component in a future pre-facility process; S4, calculating risk coupling strength between the components based on the stability coefficient predicted by the components and the space connection relation in the time-varying structural topological graph; S5, simulating failure linkage effect of each component by taking the risk coupling strength as a link coefficient, and fusing the attenuation probability of the stability coefficient of the component to calculate the dynamic instability probability of the bridge; And S6, setting early warning thresholds of different grades, triggering bridge instability early warning of corresponding grades according to the dynamic instability probability and the sizes of the early warning thresholds of different grades, and generating an optimization control strategy comprising construction sequence adjustment, temporary support reinforcement or construction suspension. Further, step S1 includes: S11, extracting geometric information, attribute information and initial topological connection relation of all components from a BIM three-dimensional structure model of bridge construction, wherein the components comprise permanent components and temporary supporting components; s12, analyzing construction progress plan information, acquiring a component construction time sequence taking a construction stage as a unit, and obtaining a planned installation completion time point and a planned installation completion state of each component; s13, associating a planned installation completion time point of the component with the component in the BIM three-dimensional structure model, and establishing a mapping relation between the component and the construction stage; s14, generating a time-varying structure topological graph of each construction stage according to the mapping relation between the components and the construction stages, wherein each time-varying structure topological graph comprises components planned to be built in the current construction stage and the previous construction stage, effective temporary supporting components in the current stage and connection relations; And S15, defining and updating a spatial connection relation and a mechanical transmission path between the components in each time-varying structure topological graph based on the component type and t