CN115392065A - Steel box girder pushing construction monitoring method and system based on synchronous numerical analysis - Google Patents
Steel box girder pushing construction monitoring method and system based on synchronous numerical analysis Download PDFInfo
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Abstract
The application relates to a steel box girder pushing construction monitoring method and system based on synchronous numerical analysis, wherein the method comprises the following steps: establishing a construction model and a numerical value pre-analysis model based on the pushing requirement of the steel box girder; performing working condition simulation based on the construction model to obtain dynamic construction parameters; calculating and obtaining the strain trend of the key node of the next working condition based on the dynamic construction parameters; carrying out on-site monitoring on the key nodes based on the strain trend in the pushing construction process of the steel box girder to obtain on-site monitoring data; and carrying out synchronous numerical analysis on the field monitoring data and the dynamic construction parameters based on the numerical pre-analysis model, and judging whether the current dynamic construction parameters are reasonable or not. The application can carry out real-time synchronous numerical correction to dynamic construction parameters based on monitored on-site monitoring data while monitoring the pushing construction process of the steel box girder, timely adjusts construction and installation deformation errors, and guarantees that construction safety and the construction process are normally carried out.
Description
Technical Field
The application relates to the field of construction monitoring, in particular to a steel box girder pushing construction monitoring method and system based on synchronous numerical analysis.
Background
The steel box girder is also called a steel plate-shaped bridge, so that the common structural form of the large-span bridge is generally used on the bridge with larger span, and is also called the steel box girder because the shape is a box body. Steel box girders generally comprise composite structures such as top plates, bottom plates, webs, diaphragms and total diaphragms (also called stiffeners) which are connected by all-welded joints, wherein the top plates are orthotropic bridge decks consisting of cover plates and longitudinal stiffeners.
With the gradual concrete application of the incremental launching construction technology of the box girder of the grand bridge in the bridge construction, the incremental launching construction technology is also concerned and deeply researched in the bridge construction field. The working principle of the pushing construction method is that a prefabricated platform is arranged at the rear part of a pushed beam body, the beam body is prefabricated on the platform in sections, and the beam body slides forwards section by section on each pier top slideway by means of jacking of a horizontal jack until a main beam is formed. From the characteristics of the continuous pushing beam, in order to ensure that the pushing construction is carried out smoothly, in any state, whether the structural stress is within a design allowable range and the stress state of the beam body after the beam falls conforms to the design or not is the main purpose of construction control, namely the stress condition of the construction process in the pushing construction process needs to be monitored.
Because the pushing construction span of the steel box girder is large, the pushing process of the steel girder is a process of continuously converting a structural system, and the stress of a girder body is very complex; the beam body is disturbed up and down in the pushing process, and the linear control is difficult; because the box girder and the guide girder are in line shape and change continuously in the pushing process, the stress of the supporting system is also in continuous change, and the deformation of the supporting system also needs to be paid attention to.
Disclosure of Invention
In order to enable the steel box girder to monitor the stress condition of a girder body in the pushing construction process, the application provides a steel box girder pushing construction monitoring method and system based on synchronous numerical analysis.
The application provides a steel box girder pushing construction monitoring method and system based on synchronous numerical analysis, which adopts the following technical scheme:
a steel box girder pushing construction monitoring method based on synchronous numerical analysis comprises the following steps:
s110, establishing a construction model and a numerical value pre-analysis model based on the pushing requirement of the steel box girder;
s120, performing working condition simulation based on the construction model to obtain dynamic construction parameters;
s130, calculating and obtaining the strain trend of the key node under the next working condition based on the dynamic construction parameters;
s140, monitoring the key nodes on the spot based on the strain trend in the pushing construction process of the steel box girder to obtain on-spot monitoring data;
s150, performing synchronous numerical analysis on the field monitoring data and the dynamic construction parameters based on the numerical pre-analysis model, and judging whether the current dynamic construction parameters are reasonable or not;
s160, if not, changing the dynamic parameters and returning to the step S120 until the judgment result is yes;
and S170, if so, adjusting static parameters by combining the field monitoring parameters and returning to the step S130 until the monitoring process is finished.
By adopting the technical scheme, a construction model and a numerical pre-analysis model are established before the steel box girder is pushed, then working condition simulation is carried out through the construction model to obtain dynamic construction parameters in a computer environment, the current working condition of steel box girder pushing construction can be simulated through the construction model in the computer environment, the risk of the current working condition in the field construction process is reduced, the strain trend of the key node of the next working condition is calculated based on the dynamic construction parameters, the field monitoring data of the key node of the next working condition can be obtained, the field monitoring data and the dynamic construction parameters are subjected to synchronous numerical analysis based on the numerical pre-analysis model, whether the current dynamic construction parameters are reasonable or not is judged, the stress condition of the key node of the girder body in the pushing construction process of the steel box girder is judged, the pushing construction process of the steel box girder is monitored, the field monitoring data obtained through monitoring are compared with the dynamic construction parameters generated by deformation, construction and installation deformation errors are adjusted in time, and construction safety and normal construction process are guaranteed.
Optionally, S210, respectively establishing a steel box girder model and a temporary support model based on the pushing requirement of the steel box girder, and combining the steel box girder model and the temporary support model into a construction model;
s220, establishing a numerical value pre-analysis model based on the steel box girder pushing requirement.
By adopting the technical scheme, after the box body model and the partition plate model are respectively combined into the construction model, correct understanding and efficient response can be conveniently made to the steel box girder in the pushing process.
Optionally, the dynamic construction parameters include magnitude and direction of the jacking force, and performing the working condition simulation based on the construction model to obtain the dynamic construction parameters includes:
s310, performing working condition simulation of different stages in the construction process based on the construction model;
and S320, carrying out stress analysis on the working conditions at different stages to obtain the magnitude and the direction of the jacking force.
Through adopting above-mentioned technical scheme, make and simulate the operating mode in virtual environment to do corresponding atress analysis, thereby be convenient for obtain the size and the direction that correspond the jacking force in the simulation process.
Optionally, the key nodes are stress concentration areas and areas with large plastic deformation, the strain trend is a stress variation trend of the key nodes, and the calculating and obtaining the strain trend of the key nodes under the next working condition based on the dynamic construction parameters includes:
s410, obtaining stress cloud pictures under different working conditions;
and S420, calculating and obtaining the stress change trend of the next working condition key node based on the stress cloud picture.
By adopting the technical scheme, the stress cloud picture can be obtained, and the stress change trend of the working condition key node is obtained through the corresponding stress cloud picture.
Optionally, the performing synchronous numerical analysis on the on-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model, and determining whether the current dynamic construction parameters are reasonable includes:
s510, substituting the on-site monitoring data into the numerical value pre-analysis model for pre-analysis to obtain the change rule and the critical value of each key node in the next working condition;
s520, construction is carried out based on the change rule of the next working condition and the critical value, and the next dynamic construction parameter is obtained in the construction process;
s530, performing numerical inverse analysis based on the next dynamic construction parameter, and correcting the pre-analyzed change rule and the critical value based on the numerical inverse analysis to obtain the corrected dynamic construction parameter;
s540, predicting stress-strain distribution in the construction process based on the modified dynamic construction parameters, obtaining a prediction result, and judging whether the dynamic construction parameters are reasonable or not according to the prediction result.
By adopting the technical scheme, the numerical value pre-analysis and numerical value inverse analysis are carried out on the on-site monitoring data in the construction process through the numerical value pre-analysis model, so that the change rule and the critical value of each key node are corrected to obtain the corrected dynamic construction parameters, and the dynamic construction parameters can be corrected through the on-site monitoring data in the construction process.
Optionally, the dynamic parameter includes a magnitude and a direction of the thrust force, and the changing the dynamic parameter includes:
s610, acquiring the on-site monitoring data in real time in the construction process;
and S620, dynamically adjusting the magnitude and direction of the jacking force based on the prediction result and the on-site monitoring data acquired in real time.
By adopting the technical scheme, when on-site monitoring data are acquired in real time, the on-site monitoring data correct the dynamic construction parameters in real time in a form of a prediction result, so that the magnitude and the direction of the jacking force are dynamically adjusted.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the method has the advantages that the current working condition of steel box girder pushing construction can be simulated firstly through a construction model in a computer environment, the risk of the current working condition in the field construction process is reduced, and the strain trend of the key node of the next working condition is calculated based on dynamic construction parameters;
2. key nodes in the pushing construction process can be monitored on site to obtain on-site monitoring data;
3. the stress condition of key nodes of the beam body of the steel box beam in the pushing construction process is judged so as to monitor the pushing construction process of the steel box beam, on-site monitoring data obtained by monitoring is compared with dynamic construction parameters generated by deformation and obtained by theoretical calculation in advance, construction and installation deformation errors are adjusted in real time, and construction safety and the normal operation of the construction process are guaranteed.
Drawings
Fig. 1 is a flow chart of a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in one embodiment of the present application;
FIG. 1-1 is a schematic view of one of the strain gauges attached according to one embodiment of the present disclosure;
FIGS. 1-2 are schematic views of a connection mode of measuring points according to an embodiment of the present disclosure;
fig. 2 is a block flow diagram of step S110 in a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in an embodiment of the present application;
fig. 3 is a block diagram of a flow of step S120 in a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in an embodiment of the present application;
fig. 4 is a block diagram of a flow of step S130 in a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in one embodiment of the present application;
fig. 5 is a block diagram of a flow of step S150 in a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in an embodiment of the present application;
fig. 6 is a block diagram of a flow of step S160 in a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in an embodiment of the present application;
fig. 7 is a structural block diagram of a steel box girder incremental launching construction monitoring system based on synchronous numerical analysis in an embodiment of the present application.
Reference numerals: 1. a model building module; 2. a working condition simulation module; 3. a strain trend acquisition module; 4. a field monitoring data acquisition module; 5. a synchronous numerical analysis module; 51. a pre-analysis unit; 52. a parameter acquisition unit; 53. a numerical inverse analysis unit; 54. and a prediction unit.
Detailed Description
The present application is described in further detail below with reference to the attached drawings.
The box girder is one of the middle girders in bridge engineering, the inner part of the box girder is hollow, flanges are arranged on two sides of the upper part of the box girder, and the shape of the box girder is similar to that of a box body, so the box girder is named as a box girder, and the box girder is divided into a single box, a plurality of boxes and the like. The division by material is mainly divided into two types: one type is a prestressed reinforced concrete box girder, and the other type is a steel box girder, wherein the prestressed reinforced concrete box girder is constructed on site, and has transverse prestress in part of models besides longitudinal prestress; the steel box girder is generally transported to a site for installation after being processed, and has an all-steel structure and a partial reinforced concrete pavement layer.
The steel box girder is also called a steel plate box girder, is a common structural form of a large-span bridge, and is usually ejected out by gradually breaking in a pushing mode under the condition of crossing deep valleys, rivers, highways and railways, and then a next section of the steel box girder is continuously poured on an empty girder-making pedestal, and the steel box girder is movably spliced by gradually breaking.
From the characteristics of the continuous pushing beam, in order to ensure that the pushing construction is carried out smoothly, in any state, whether the structural stress is within a design allowable range and the stress state of the beam body after the beam falls conforms to the design or not is the main purpose of construction control, namely the stress condition of the construction process in the pushing construction process needs to be monitored. Therefore, the embodiment of the application discloses a method and a system for monitoring the pushing construction of a steel box girder based on synchronous numerical analysis,
referring to fig. 1, a steel box girder incremental launching construction monitoring method based on synchronous numerical analysis comprises the following steps:
s110, establishing a construction model and a numerical value pre-analysis model based on the pushing requirement of the steel box girder.
The construction model is a BIM model established according to the steel box girder pushing construction process, the BIM model has the characteristic of being capable of being edited at any time, the construction model needs to be modified according to specific construction conditions in the construction process, and the numerical value pre-analysis model is a model for modifying corresponding data in the construction model.
And S120, simulating working conditions based on the construction model to obtain dynamic construction parameters.
The dynamic construction parameters are related parameters for pushing the steel box girder in the construction model, and in the application, the dynamic construction parameters are related parameters of a top thrust for pushing the steel box girder to move in the construction model and stress strain parameters of the steel box girder under a certain working condition, for example, the dynamic construction parameters can include the magnitude and direction of the top thrust, and elastic-plastic stress parameters of the steel box girder and a bracket material.
And S130, calculating and obtaining the strain trend of the key node under the next working condition based on the dynamic construction parameters.
The strain trend is a trend of a corresponding change of the prestress in a future time period, for example, the prestress of a certain key node in the future time period increases in the pushing process. And for the operating mode, the process of pushing and sliding the steel box girder by pre-analysis before construction is consistent with the actual construction situation of the steel box girder, and the steel box girder can be divided into five operating modes in the embodiment of the application: the first working condition is the stress analysis of the bracket of the box girder at the position of starting sliding; the second working condition is the stress analysis of the bracket of the box girder at the maximum bending moment of the bracket; the third working condition is the stress analysis of the bracket of which the box girder is positioned at the symmetrical position of the sliding starting position; the fourth working condition is that the stress of the bracket of the box body above the bracket on one side is analyzed; and the fifth working condition is stress analysis of the bracket finished in the sliding process of the box girder. And analyzing the stress cloud pictures of the simulation results under the working conditions to obtain a stress concentration area and an area with larger plastic deformation, thereby determining the installation mode of the monitoring instrument and the arrangement position of the monitoring points.
S140, carrying out on-site monitoring on the key nodes based on the strain trend in the pushing construction process of the steel box girder to obtain on-site monitoring data.
The key node is a stress concentration area and an area with large plastic deformation in the method, the stress concentration area refers to a phenomenon that stress is locally increased, and generally occurs in places where the shape of an object is rapidly changed, such as a notch, a hole, a groove and a rigid constraint part, so that the stress concentration area is a position where the maximum stress value and the average stress value of the local area of the steel box girder are high in the embodiment. The field monitoring data comprises strain monitoring data and displacement monitoring data; wherein the strain monitoring data comprises: the method comprises the following steps of (1) monitoring data of stress and strain of a guide beam, monitoring data of stress and strain of a box beam, monitoring data of deformation of a temporary buttress and monitoring data of top thrust; the displacement monitoring data includes: and (5) monitoring data of the central line, the horizontal line and the deflection displacement.
To the monitoring of key node in this application, because steel box girder top pushes away the construction span great, and the top of steel box girder pushes away the process and includes a plurality of different operating modes and the position that corresponds, for example:
(1) Monitoring the stress and strain of the guide beam:
in the pushing construction process, the root of the guide beam generates a large negative bending moment, and the stress plays a role in controlling, so that the root strain is monitored, and the stress safety of the guide beam in the pushing construction process is ensured;
(2) Monitoring stress and strain of the box girder:
in the pushing construction process, a box body stress system is continuously changed, and in order to ensure the stress safety of the box girder, the stress monitoring is carried out on the key section of the box girder;
(3) Monitoring the deformation of the temporary buttress:
monitoring the longitudinal and vertical deformation of the temporary buttress in order to ensure the safe and controllable deformation of the temporary buttress in the pushing construction process;
(4) And (3) monitoring the jacking force:
when multi-point synchronous pushing is carried out, whether each acting point can coordinate construction or not also becomes an object to be monitored in the construction process, and the pushing force is monitored by detecting an oil meter of the pushing jack.
In summary, the on-site monitoring data acquisition mainly includes two parts, strain monitoring and displacement monitoring:
1. the strain monitoring is to measure the strain force of each part of the steel box girder in the pushing process:
the strain measuring point position of the steel box girder is mainly determined according to a specific steel box girder form, and the main measuring point positions are distributed at the pushing point position, the midspan position and other positions which can generate stress concentration. Optimizing and laying the monitoring points: the monitoring points need to have reasonable density, can reflect the geometric shape and the geometric deformation condition of the structure, are easy to arrange and convenient to monitor, and meet the requirements of high construction monitoring precision and high speed;
the strain force is usually measured by adopting strain gauges, and the corresponding strain gauge is selected according to actual conditions. Referring to fig. 1-1, after the portion to which the strain gauge is to be attached is sanded until impurities such as paint, rust, gold plating, and the like are removed, corresponding marks are made along the strain direction at the position where the strain gauge is to be measured, and the portion to which the strain gauge is to be attached is cleaned by dipping an industrial thin paper in an acetone solution. And then, a drop of adhesive is dropped on the back surface of the strain gauge to adhere the strain gauge to the marked center position. Covering the attached polyethylene resin sheet on the strain sheet arranged at the adhering position, and pressing the polyethylene resin sheet for about one minute to ensure that the adhering effect of the polyethylene resin sheet and the strain sheet is better;
referring to fig. 1-2, the connection modes of the measurement points are divided into a 1/4 bridge, a half bridge and a full bridge according to the purpose of the measurement points. The half-bridge connection mode is suitable for measuring simple tensile compression or bending strain under the condition of large change of ambient temperature. The specific connection is shown in fig. 2-2. And during actual installation, a corresponding installation mode is selected according to the stress characteristic of a specific measuring point.
By monitoring the main bridge and the jig frame in the construction process, the deformation conditions of different structural parts in each construction stage can be timely acquired, the on-site monitoring data acquired by monitoring is compared with the dynamic construction parameters generated by deformation and acquired through theoretical calculation in advance, the construction and installation deformation errors are timely adjusted, and the construction safety and the normal operation of the construction process are ensured.
2. The displacement monitoring is to monitor the displacement condition of the steel box girder in each direction in the pushing process:
in the pushing process of the steel beam, the conditions of center line, level and deflection need to be monitored in the whole pushing process. In the embodiment, an instruction is sent according to field monitoring data, the centerline position is controlled by adjusting the traction speed of the pushing jack, the deviation of the centerline of the steel beam during pushing is controlled within plus or minus 20mm, and the front end and the rear end are not deviated to the same side of the centerline.
And in consideration of the real-time monitoring requirements of the settlement of the jig frame and the compression deformation of the bridge box body, arranging a corresponding closed level route outside the range far away from the settlement influence on the periphery of the bridge. The route is composed of more than three level points (coaxial line main control points) and is used as a reference for measuring all elevations. And guiding the control point elevation to a fixed main control point by using a level gauge or other leveling equipment, marking, and guiding and measuring the elevation control point by adopting a reciprocating observation closing method.
And S150, carrying out synchronous numerical analysis on the real-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model, and judging whether the current dynamic construction parameters are reasonable or not.
The synchronous numerical analysis is that the numerical pre-analysis model compares corresponding on-site monitoring data with dynamic construction parameters synchronously in the construction process, judges whether the on-site monitoring data is consistent with the dynamic construction parameters or is in an error allowable range, when the on-site monitoring data is consistent with the dynamic construction parameters or is in the error allowable range, the current dynamic construction parameters simulated on the construction model can be considered reasonable, and when the on-site monitoring data is inconsistent with the dynamic construction parameters or is out of the error allowable range, the current dynamic construction parameters simulated on the construction model can be considered unreasonable. For example, the current dynamic construction parameters are that a steel box girder is pushed to move by a force of 5KN for 0.2mm, and the steel box girder is pushed to move by a force of 5KN for 0.15mm in field monitoring data in the actual construction process, so that the current dynamic construction parameters are unreasonable.
And S160, if not, changing the dynamic parameters and returning to the step S120 until the judgment result is yes.
If the judgment result is negative, it indicates that the current dynamic parameter is unreasonable to set, and the current dynamic parameter is modified through the numerical pre-analysis model, modified into the actually acquired on-site monitoring data, and returned to the step S120 to be simulated again.
And S170, if so, adjusting the static parameters by combining the field monitoring parameters and returning to the step S130 until the monitoring process is finished.
In the embodiment of the application, the static parameters are friction coefficient, support reaction force and the like in the pushing process of the steel box girder, and the static parameters are adjusted, so that the errors of the actual construction process and the model simulation are reduced as much as possible.
The implementation principle of the steel box girder incremental launching construction monitoring method based on synchronous numerical analysis in the embodiment of the application is as follows: the method comprises the steps of establishing a construction model and a numerical pre-analysis model before steel box girder pushing is carried out, then carrying out working condition simulation through the construction model to obtain dynamic construction parameters in a computer environment, enabling the current working condition of steel box girder pushing construction to be simulated in the computer environment, reducing risks of the current working condition in the on-site construction process, calculating the strain trend of key nodes of the next working condition based on the dynamic construction parameters, enabling on-site monitoring data of key nodes of the next working condition to be obtained, carrying out synchronous numerical analysis on the on-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model, judging whether the current dynamic construction parameters are reasonable or not, judging the stress condition of the key nodes of a girder body in the pushing construction process of the steel box girder, monitoring the pushing construction process of the steel box girder, comparing the on-site monitoring data obtained through monitoring with the dynamic construction parameters generated through deformation in advance through theoretical calculation, adjusting construction and installation deformation errors in real time, and guaranteeing construction safety and normal construction process.
Referring to fig. 2, the construction model and the numerical value pre-analysis model are established based on the pushing requirement of the steel box girder, and the method comprises the following steps:
s210, respectively establishing a steel box girder model and a temporary support model based on the pushing requirement of the steel box girder, and combining the steel box girder model and the temporary support model into a construction model.
In the embodiment, the construction model is a three-dimensional BIM model, the steel box girder is divided into a box body and a partition plate, a two-dimensional section sketch of the box body and the partition plate is firstly drawn through drawing software, then the section sketch of the box body and the partition plate is led into finite element three-dimensional modeling software, three-dimensional models of the box body and the partition plate are established through section stretching, then the two three-dimensional models are combined, and the steel box girder model is divided into grids.
The process of establishing the temporary support model comprises the steps of firstly drawing a three-dimensional wire frame through two-dimensional drawing software such as CAD and the like, guiding the drawing into finite element three-dimensional modeling software in a corresponding format such as Sat format, and correspondingly meshing the temporary support model.
S220, establishing a numerical value pre-analysis model based on the steel box girder pushing requirement and the construction model.
The incremental launching requirements of the steel box girder are incremental launching construction requirements of the steel box girder in an actual construction process, the incremental launching requirements of the steel box girder under different working conditions are different in the bridge construction process, for example, when the steel box girder is incremental launched in the application, the prestress of different working conditions and key nodes is different, and therefore corresponding numerical value pre-analysis models are different, and the numerical value pre-analysis models are built based on the incremental launching requirements and the construction models.
The implementation principle of establishing the construction model and the numerical value pre-analysis model based on the incremental launching requirement of the steel box girder in the embodiment of the application is as follows: respectively establishing a steel box girder model and a temporary support model through finite element software, combining the steel box girder model and the temporary support model into a construction model, and establishing a numerical value pre-analysis model through steel box girder pushing requirements and the construction model.
Referring to fig. 3, the working condition simulation based on the construction model is performed to obtain dynamic construction parameters, and the method comprises the following steps:
and S310, performing working condition simulation of different stages in the construction process based on the construction model.
In the embodiment of the present application, different stages include the first to fifth working conditions, and working condition simulation at different stages is performed based on the construction model.
And S320, carrying out stress analysis on the working conditions at different stages to obtain the magnitude and the direction of the jacking force.
Wherein, acquire the size and the direction of top thrust in this application, still can acquire the central line, the level and the numerical value of amount of deflection of pushing the in-process steel box girder in other embodiments.
Referring to fig. 4, the key nodes are a stress concentration area and an area with large plastic deformation, the strain trend is a trend that the stress on the key nodes changes based on the running construction process, the key nodes respectively comprise a bracket of the box girder at the sliding start position, a bracket of the box girder at the maximum bending moment of the bracket, and a bracket of the box girder at the symmetrical position of the sliding start position, and the box girder is positioned at the bracket above the bracket at one side and the bracket of the box girder which finishes the sliding process. Therefore, the method for obtaining the strain trend of the key node under the next working condition based on the calculation of the dynamic construction parameters comprises the following steps:
and S410, obtaining stress cloud pictures under different working conditions.
The stress cloud picture is a cloud picture of the stress size and distribution of each part expressed by a mechanism generated in finite element software under the action of given external force. And generating corresponding stress cloud pictures under different working conditions.
And S420, calculating and obtaining the stress change trend of the key node under the next working condition based on the stress cloud picture.
Referring to fig. 5, performing synchronous numerical analysis on real-site monitoring data and dynamic construction parameters based on a numerical pre-analysis model, and judging whether the current dynamic construction parameters are reasonable includes:
and S510, substituting the on-site monitoring data into a numerical value pre-analysis model for pre-analysis, and obtaining the change rule and the critical value of each key node in the next working condition.
Wherein, the change rule of each key node in the next working condition is slow change or mutation generated by system conversion. For example, in the embodiment of the present application, the slow change is that the stress change on each key node is relatively smooth, and the stress change is regarded as linear change in a working condition along with the construction process; the abrupt change generated by system conversion is that the stress change amplitude is large, the stress changes in a jumping mode in one working condition along with the construction process, the stress changes abruptly when the stress changes, and construction needs to be stopped and inspection needs to be carried out. In the embodiment of the application, the critical value refers to the limit of a construction structure, if the critical value exceeds the limit, the stress of a structure at a certain position in construction is large, if the critical value exceeds an early warning value, construction inspection needs to be stopped, the critical value is set to be related to construction model construction load boundary conditions, load coefficients and the like during calculation, the structure or a component of the load refers to other factors such as external force and the like of internal force and deformation, in the application, the self weight of a steel box girder and the pressure on a temporary support are used, the load boundary conditions are finite element boundary conditions, the load coefficients refer to growth parameters of a load system which changes in proportion, and in structural design, data are adopted for reflecting possible deviation of a designed load and an actual load.
S520, construction is carried out based on the change rule and the critical value of the next working condition, and the next dynamic construction parameter is obtained in the construction process.
The next dynamic construction parameter is used for guiding the next construction process, a plurality of construction processes exist in each working condition of the steel box girder, for example, when pushing is carried out in the first working condition, each construction process can be a process of lifting, pushing and descending for one-time integral jacking of the pushing steel box girder, and corresponding dynamic construction parameters are obtained in each complete construction process. After on-site monitoring data of a construction process are obtained, the data are immediately sorted and analyzed, and stress-strain change conditions and displacement deviation conditions of a steel box girder, a supporting jig frame and the like under a certain working condition are obtained according to the on-site monitoring data.
S530, performing numerical inverse analysis based on the next dynamic construction parameter, and correcting the pre-analyzed change rule and the critical value based on the numerical inverse analysis to obtain the corrected dynamic construction parameter.
The numerical inverse analysis is to modify the dynamic construction parameters in the numerical pre-analysis through on-site monitoring data, so that the pre-analyzed change rules and critical values are modified, namely the dynamic construction parameters are modified, the modified dynamic construction parameters better meet the actual construction requirements, the parameters are substituted into the numerical pre-analysis model again to calculate the stress-strain change rules and the critical values of all key nodes of the next working condition, and the construction site is guided to carry out the next construction after effective construction basis is obtained.
And S540, predicting stress-strain distribution in the construction process based on the corrected dynamic construction parameters, obtaining a prediction result, and judging whether the dynamic construction parameters are reasonable or not according to the prediction result.
The stress-strain distribution is displayed through the stress-strain distribution map, the stress-strain distribution map is deformation of the steel box girder when pushing is carried out on the temporary support, interaction internal force is generated between the two parts, the deformation is expressed in a moire or grid pattern mode, so that the deformation condition can be clearly seen, the strain distribution maps of the steel box girder and the temporary support can be analyzed through finite element software, the stress-strain next-step change is predicted through the strain distribution map, a prediction result is obtained, and whether dynamic construction parameters for next-step construction are reasonable or not can be judged through the stress-strain distribution map before construction.
Referring to fig. 6, the dynamic parameters include magnitude and direction of the jacking force, and the changing the dynamic parameters includes:
and S610, acquiring field monitoring data in real time in the construction process.
And S620, dynamically adjusting the magnitude and direction of the jacking force based on the prediction result and the real-time acquired on-site monitoring data.
Wherein, along with the going on of top pushing work progress, based on the on-the-spot monitoring data who constantly acquires, carry out dynamic adjustment to the size and the direction of the jacking force among the dynamic construction parameter, reach the purpose that synchronous top was pushed away, verify for the design and provide the basis, judge whether the temporary support design is reasonable, through the stress monitoring to big segmental support in system conversion process and transportation, can play verification effect to the design scheme.
Referring to fig. 7, the embodiment of the present application further discloses a steel box girder incremental launching construction monitoring system based on synchronous numerical analysis, including:
the model building module 1 is used for building a construction model and a numerical value pre-analysis model based on the pushing requirement of the steel box girder;
the working condition simulation module 2 is used for carrying out working condition simulation based on the construction model to obtain dynamic construction parameters;
the strain trend acquisition module 3 is used for calculating and acquiring the strain trend of the key node of the next working condition based on the dynamic construction parameters;
the on-site monitoring data acquisition module 4 is used for carrying out on-site monitoring on the key nodes based on the strain trend in the pushing construction process of the steel box girder to acquire on-site monitoring data;
and the synchronous numerical analysis module 5 is used for carrying out synchronous numerical analysis on the real-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model and judging whether the current dynamic construction parameters are reasonable or not.
The synchronous numerical analysis module 5 includes:
the pre-analysis unit 51 is used for substituting the on-site monitoring data into the numerical value pre-analysis model for pre-analysis to obtain the change rule and the critical value of each key node in the next working condition;
the parameter obtaining unit 52 is configured to perform construction based on the change rule and the critical value of the next working condition, and obtain a next dynamic construction parameter in the construction process;
a numerical inverse analysis unit 53, configured to perform numerical inverse analysis based on the next dynamic construction parameter, and modify the pre-analyzed change rule and the critical value based on the numerical inverse analysis, so as to obtain a modified dynamic construction parameter;
and the prediction unit 54 is used for predicting stress-strain distribution in the construction process based on the modified dynamic construction parameters, obtaining a prediction result, and judging whether the dynamic construction parameters are reasonable or not according to the prediction result.
The implementation principle of the steel box girder pushing construction monitoring system based on synchronous numerical analysis in the embodiment of the application is as follows: the model building module 1 builds a construction model and a numerical pre-analysis model based on the pushing requirement of the steel box girder, the working condition simulation module 2 carries out working condition simulation based on the construction model to obtain dynamic construction parameters, the strain trend obtaining module 3 calculates and obtains the strain trend of key nodes of the next working condition based on the dynamic construction parameters, the on-site monitoring data obtaining module 4 carries out on-site monitoring on the key nodes based on the strain trend in the pushing construction process of the steel box girder to obtain on-site monitoring data, the synchronous numerical analysis module 5 carries out synchronous numerical analysis on the on-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model to judge whether the current dynamic construction parameters are reasonable or not.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. A steel box girder pushing construction monitoring method based on synchronous numerical analysis is characterized by comprising the following steps:
s110, establishing a construction model and a numerical value pre-analysis model based on the pushing requirement of the steel box girder;
s120, performing working condition simulation based on the construction model to obtain dynamic construction parameters;
s130, calculating and obtaining the strain trend of the key node under the next working condition based on the dynamic construction parameters;
s140, carrying out on-site monitoring on the key nodes based on the strain trend in the pushing construction process of the steel box girder to obtain on-site monitoring data;
s150, carrying out synchronous numerical analysis on the on-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model, and judging whether the current dynamic construction parameters are reasonable or not;
s160, if not, changing the dynamic parameters and returning to the step S120 until the judgment result is yes;
and S170, if so, adjusting static parameters by combining the field monitoring parameters and returning to the step S130 until the monitoring process is finished.
2. The method for monitoring the pushing construction of the steel box girder based on the synchronous numerical analysis as claimed in claim 1, wherein the establishing of the construction model and the numerical pre-analysis model based on the pushing requirement of the steel box girder comprises:
s210, respectively establishing a steel box girder model and a temporary support model based on the pushing requirement of the steel box girder, and combining the steel box girder model and the temporary support model into a construction model;
s220, establishing the numerical value pre-analysis model based on the steel box girder pushing requirement and the construction model.
3. The method for monitoring incremental launching construction of the steel box girder based on the synchronous numerical analysis as claimed in claim 1, wherein the dynamic construction parameters include magnitude and direction of a jacking force, and the obtaining of the dynamic construction parameters by performing working condition simulation based on the construction model includes:
s310, performing working condition simulation of different stages in the construction process based on the construction model;
and S320, carrying out stress analysis on the working conditions at different stages to obtain the magnitude and the direction of the jacking force.
4. The steel box girder incremental launching construction monitoring method based on the synchronous numerical analysis of claim 3, wherein the key nodes are stress concentration areas and areas with large plastic deformation, the strain trend is a stress change trend of the key nodes, and the calculation of the strain trend of the key nodes under the next working condition based on the dynamic construction parameters comprises the following steps:
s410, obtaining stress cloud pictures under different working conditions;
and S420, calculating and obtaining the stress change trend of the next working condition key node based on the stress cloud picture.
5. The steel box girder incremental launching construction monitoring method based on synchronous numerical analysis according to claim 4, wherein the key nodes respectively comprise a bracket of a box girder at a position where sliding starts, a bracket of the box girder at a position where bending moment of the bracket is maximum, and a bracket of the box girder at a position symmetrical to the position where sliding starts, and the bracket of the box girder above the bracket at one side and the bracket of the box girder at which sliding is completed.
6. The steel box girder jacking construction monitoring method based on synchronous numerical analysis according to claim 1, wherein the on-site monitoring data comprises strain monitoring data and displacement monitoring data;
the strain monitoring data includes: the method comprises the following steps of (1) monitoring data of stress and strain of a guide beam, monitoring data of stress and strain of a box beam, monitoring data of deformation of a temporary buttress and monitoring data of top thrust;
the displacement monitoring data includes: and (5) monitoring data of the central line, the horizontal line and the deflection displacement.
7. The steel box girder incremental launching construction monitoring method based on the synchronous numerical analysis of claim 1, wherein the synchronous numerical analysis of the on-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model to judge whether the current dynamic construction parameters are reasonable comprises the following steps:
s510, substituting the on-site monitoring data into the numerical value pre-analysis model for pre-analysis to obtain a change rule and a critical value of each key node in the next working condition;
s520, construction is carried out based on the change rule of the next working condition and the critical value, and the next dynamic construction parameter is obtained in the construction process;
s530, performing numerical inverse analysis based on the next dynamic construction parameter, and correcting the pre-analyzed change rule and the critical value based on the numerical inverse analysis to obtain the corrected dynamic construction parameter;
s540, predicting stress-strain distribution in the construction process based on the modified dynamic construction parameters, obtaining a prediction result, and judging whether the dynamic construction parameters are reasonable or not according to the prediction result.
8. The method and system for monitoring incremental launching construction of the steel box girder based on synchronous numerical analysis as claimed in claim 7, wherein the dynamic parameters include magnitude and direction of the jacking force, and the changing of the dynamic parameters includes:
s610, acquiring the on-site monitoring data in real time in the construction process;
and S620, dynamically adjusting the magnitude and direction of the jacking force based on the prediction result and the on-site monitoring data acquired in real time.
9. A steel box girder incremental launching construction monitoring system based on synchronous numerical analysis is characterized in that the method of claims 1-8 is applied, and comprises the following steps:
the model building module (1) is used for building a construction model and a numerical value pre-analysis model based on the pushing requirement of the steel box girder;
the working condition simulation module (2) is used for carrying out working condition simulation based on the construction model to obtain dynamic construction parameters;
the strain trend acquisition module (3) is used for calculating and acquiring the strain trend of the key node of the next working condition based on the dynamic construction parameters;
the on-site monitoring data acquisition module (4) is used for carrying out on-site monitoring on the key nodes based on the strain trend in the pushing construction process of the steel box girder to acquire on-site monitoring data;
a synchronous numerical analysis module (5) for performing synchronous numerical analysis on the on-site monitoring data and the dynamic construction parameters based on the numerical pre-analysis model to judge whether the current dynamic construction parameters are reasonable,
if not, changing the dynamic parameters and returning to the step S120 until the judgment result is yes;
if yes, adjusting static parameters by combining the on-site monitoring parameters and returning to the step S130 until the monitoring process is finished.
10. The system for monitoring incremental launching construction of steel box beams based on synchronous numerical analysis as claimed in claim 9, wherein the synchronous numerical analysis module (5) comprises:
the pre-analysis unit (51) is used for substituting the on-site monitoring data into the numerical value pre-analysis model for pre-analysis to obtain a change rule and a critical value of each key node in the next working condition;
the parameter acquisition unit (52) is used for carrying out construction based on the change rule of the next working condition and the critical value and acquiring the next dynamic construction parameter in the construction process;
a numerical inverse analysis unit (53) for performing numerical inverse analysis based on the next dynamic construction parameter, and correcting the pre-analyzed change rule and the critical value based on the numerical inverse analysis to obtain the corrected dynamic construction parameter;
and the prediction unit (54) is used for predicting stress-strain distribution in the construction process based on the corrected dynamic construction parameters, obtaining a prediction result and judging whether the dynamic construction parameters are reasonable or not according to the prediction result.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118211430A (en) * | 2024-05-21 | 2024-06-18 | 中国葛洲坝集团股份有限公司 | BIM-based steel box girder pushing monitoring method and system |
| CN118469307A (en) * | 2024-07-10 | 2024-08-09 | 中铁贵州工程有限公司 | Early warning and monitoring system and method for pushing construction of small-radius curve steel box girder |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN118211430A (en) * | 2024-05-21 | 2024-06-18 | 中国葛洲坝集团股份有限公司 | BIM-based steel box girder pushing monitoring method and system |
| CN118469307A (en) * | 2024-07-10 | 2024-08-09 | 中铁贵州工程有限公司 | Early warning and monitoring system and method for pushing construction of small-radius curve steel box girder |
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