CN113065183A

CN113065183A - Optimization method, optimization device and optimization system of construction scheme

Info

Publication number: CN113065183A
Application number: CN202110227635.5A
Authority: CN
Inventors: 樊晓锋; 张�林; 杨翀翔; 吴帅; 王伟; 柳金员; 陈星�; 宋文亮
Original assignee: China Construction First Group Corp Ltd
Current assignee: China Construction First Group Corp Ltd
Priority date: 2021-03-01
Filing date: 2021-03-01
Publication date: 2021-07-02
Anticipated expiration: 2041-03-01
Also published as: CN113065183B

Abstract

The invention provides an optimization method, an optimization device and an optimization system of a construction scheme, relates to the technical field of building construction, and aims to solve the technical problems that a steel box girder cannot be accurately moved to a target position and the risk factor is large in the construction process in the prior art. The optimization method of the construction scheme is used for optimizing the bridge construction scheme of the steel box girder structure. The optimization method of the construction scheme comprises the following steps: and when the steel box girder slides on the supporting structure under the action of the pushing mechanism, acquiring the stress deformation information of the supporting structure. And analyzing the stress deformation information of the support structure, and determining the structural state of the support structure. And under the condition that the structural state of the supporting structure is not matched with the preset structural state, optimizing the construction scheme according to the structural state of the supporting structure and the preset structural state. The invention also provides a device and a system for optimizing the construction scheme and a computer storage medium for executing the method for optimizing the construction scheme.

Description

Optimization method, optimization device and optimization system of construction scheme

Technical Field

The invention relates to the technical field of building construction, in particular to an optimization method, an optimization device and an optimization system of a construction scheme.

Background

In the construction process of road and bridge construction, the steel box girder is one of the widely adopted structures. In the prior art, a steel box girder on a supporting structure is generally constructed by a pushing method.

However, in the process of pushing the steel box girder by using a pushing method, the supporting structure at the bottom of the steel box girder has the problem of unbalanced stress. The stress change of the supporting structure is large, the construction risk coefficient is increased, and the moving accuracy of the steel box girder is influenced. Therefore, when the method provided by the prior art is used for steel box girder construction, the problems that the steel box girder cannot be accurately moved to a target position and the danger coefficient is large in the construction process exist.

Disclosure of Invention

The invention aims to provide an optimization method, an optimization device and an optimization system of a construction scheme, which are used for safely and accurately moving a steel box girder to a target position and reducing the risk coefficient in the construction process.

In order to achieve the above purpose, the invention provides the following technical scheme:

in a first aspect, the invention provides a construction scheme optimization method, which is used for optimizing a bridge construction scheme of a steel box girder structure. The optimization method of the construction scheme comprises the following steps:

and when the steel box girder slides on the supporting structure under the action of the pushing mechanism, acquiring the stress deformation information of the supporting structure.

And analyzing the stress deformation information of the support structure, and determining the structural state of the support structure.

And under the condition that the structural state of the supporting structure is not matched with the preset structural state, optimizing the construction scheme according to the structural state of the supporting structure and the preset structural state.

Compared with the prior art, in the optimization method of the construction scheme provided by the first aspect of the invention, when the steel box girder slides on the supporting structure under the action of the pushing mechanism, the stress deformation information of the supporting structure is obtained. And then, analyzing the stress deformation information of the support structure, and determining the structural state of the support structure. I.e. to determine whether the support structure is stable, whether there is a risk of toppling and collapsing, whether a structural change occurs within a range that allows deformation (preset structural conditions). When the structural state of the supporting structure is not matched with the preset structural state, the construction scheme is optimized according to the structural state of the supporting structure and the preset structural state, so that the steel box girder can stably and safely slide on the supporting structure. When the steel box girder and the supporting structure are stressed in a balanced manner, the sliding distance of the steel box girder on the supporting structure at each time is more accurate. In conclusion, the optimization method of the construction scheme provided by the invention can avoid the problem of unbalanced stress of the steel box girder or the support structure, reduce the risk coefficient in the construction process and ensure the safety of the steel box girder, the support structure and operators. Meanwhile, the steel box girder can be safely and accurately moved to a target position. The target position refers to the position of the steel box girder after the sliding process is finished.

In a second aspect, the present invention further provides a device for optimizing a construction plan, which includes a processor and a communication interface coupled to the processor. The processor is used for running a computer program or instructions to implement the optimization method of the construction scheme described in the above technical scheme.

In a third aspect, the invention further provides a system for optimizing a construction scheme, which comprises the device for optimizing the construction scheme;

and the acquisition equipment is in communication connection with the optimization device of the construction scheme.

In a fourth aspect, the present invention also provides a computer storage medium having instructions stored therein. When the instruction is executed, the optimization method of the construction scheme is realized.

The advantageous effects of the second aspect to the fourth aspect and the various implementations thereof in the present invention can refer to the advantageous effects of the first aspect and the various implementations thereof, and are not described herein again.

Drawings

The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention and not to limit the invention. In the drawings:

FIG. 1 is a schematic flow chart of a method for optimizing a construction plan according to an embodiment of the present invention;

FIG. 2 is a schematic structural diagram of a support structure according to an embodiment of the present invention;

FIG. 3 is a schematic view of a model of the position of the steel box girder and the supporting structure at the start sliding position of the steel box girder according to the embodiment of the present invention;

FIG. 4 is a model diagram of the position of the steel box girder and the supporting structure at the maximum bending moment of the supporting structure according to the embodiment of the present invention;

FIG. 5 is a schematic view of a model of the positions of the steel box girder and the supporting structure when the steel box girder is located at a position symmetrical to the sliding start position according to the embodiment of the present invention;

FIG. 6 is a model of the position of a steel box girder and a support structure at one side of the support structure according to an embodiment of the present invention;

fig. 7 is a model diagram of the positions of the steel box girder and the supporting structure when the steel box girder provided by the embodiment of the invention completes the construction movement;

FIG. 8 is a stress cloud of the support structure at the start of the sliding position of the steel box girder according to the embodiment of the present invention;

FIG. 9 is a stress cloud of the support structure at the maximum bending moment of the support structure for a steel box girder according to an embodiment of the present invention;

FIG. 10 is a stress cloud diagram of a support structure when a steel box girder according to an embodiment of the present invention is located at a symmetrical position of a sliding start position;

FIG. 11 is a stress cloud for a support structure with a steel box girder according to an embodiment of the present invention at one side of the support structure;

fig. 12 is a stress cloud of the supporting structure when the steel box girder provided by the embodiment of the invention completes the construction movement;

FIG. 13 is a stress value map of a cross member provided in accordance with an embodiment of the present invention;

fig. 14 is a stress value measurement diagram of a first stent provided in accordance with an embodiment of the present invention;

fig. 15 is a stress value actual diagram of a first inclined strut provided in the embodiment of the present invention;

FIG. 16 is a schematic view showing the positional relationship among the steel box girder, the supporting structure and the pushing mechanism according to the embodiment of the present invention;

fig. 17 is a schematic view of a first state of the pusher jack and the steel box girder according to the embodiment of the present invention;

FIG. 18 is a schematic view of a second state of the pusher jack and the steel box girder according to the embodiment of the present invention;

FIG. 19 is a schematic view of a third state of the pusher jack and the steel box girder according to the embodiment of the present invention;

FIG. 20 is a schematic view of a fourth state of the pusher jack and the steel box girder according to the embodiment of the present invention;

fig. 21 is a schematic view of a steel box girder falling process provided by an embodiment of the invention;

FIG. 22 is a graph of simulated and measured values provided in accordance with an embodiment of the present invention;

FIG. 23 is a schematic structural diagram of an optimization apparatus for a construction plan according to an embodiment of the present invention;

fig. 24 is a schematic diagram of a hardware structure of a terminal device according to an embodiment of the present invention;

fig. 25 is a schematic structural diagram of a chip according to an embodiment of the present invention.

Reference numerals:

10-steel box girder, 11-supporting structure, 110-support, 1110-first support, 1111-second support, 1112-third support, 1113-fourth support, 1114-first diagonal support, 1115-second diagonal support, 1116-third diagonal support, 1117-fourth diagonal support, 111-support, 112-sliding structure, 1120-sliding beam, 1121-sliding guide rail, 12-pushing mechanism, 120-pushing structure, 121-tightening structure, 122-fixing structure, 123-lug plate, 124-pin shaft, 13-hydraulic jacking device, 14-temporary support, 15-backing plate and 16-construction section; 20-an optimization device of a construction scheme; 21-a processing unit, 22-a communication unit; 23-storage unit, 30-terminal device; 31-a first processor, 32-a communication interface; 33-communication line, 34-first memory; 35-second processor, 40-chip; 41-processor, 42-communication interface; 43-second memory, 44-bus system.

Detailed Description

In order to facilitate clear description of technical solutions of the embodiments of the present invention, in the embodiments of the present invention, terms such as "first" and "second" are used to distinguish the same items or similar items having substantially the same functions and actions. For example, the first threshold and the second threshold are only used for distinguishing different thresholds, and the sequence order of the thresholds is not limited. Those skilled in the art will appreciate that the terms "first," "second," etc. do not denote any order or quantity, nor do the terms "first," "second," etc. denote any order or importance.

It is to be understood that the terms "exemplary" or "such as" are used herein to mean serving as an example, instance, or illustration. Any embodiment or design described herein as "exemplary" or "e.g.," is not necessarily to be construed as preferred or advantageous over other embodiments or designs. Rather, use of the word "exemplary" or "such as" is intended to present concepts related in a concrete fashion.

In the present invention, "at least one" means one or more, "a plurality" means two or more. "and/or" describes the association relationship of the associated objects, meaning that there may be three relationships, e.g., a and/or B, which may mean: a exists alone, A and B exist simultaneously, and B exists alone, wherein A and B can be singular or plural. The character "/" generally indicates that the former and latter associated objects are in an "or" relationship. "at least one of the following" or similar expressions refer to any combination of these items, including any combination of the singular or plural items. For example, at least one (one) of a, b, or c, may represent: a, b, c, a and b combination, a and c combination, b and c combination, or a, b and c combination, wherein a, b and c can be single or multiple.

In the construction process of road and bridge construction, the steel box girder is one of the widely adopted structures. In the traditional construction scheme, a pushing construction method or an in-situ hoisting method is usually adopted to construct the steel box girder. The pushing construction method is a construction method in which a beam body is poured or assembled section by section on an embankment behind a bridge abutment and longitudinally pushed by a pushing device so that the beam body is in place through temporary sliding devices on pier tops. The in-situ hoisting method is characterized in that the steel box girder is hoisted according to a designed hoisting point and a selected hoisting rigging before construction according to a determined hoisting sequence by utilizing a proper crane equipment model. The two traditional methods are two construction technologies commonly used for municipal steel box girder construction at present, but both the two construction methods have problems. Specifically, due to the numerous structures of the bridge, the incremental launching construction method cannot be applied to all situations, such as being not applicable to variable-section beam sections, curved beam shafts, variable-gradient bridges and the like, the application range of the incremental launching construction method is limited, the synchronization accuracy during incremental launching of the steel box girder cannot be guaranteed, and the accumulated error is large. The in-situ hoisting method needs large-scale hoisting equipment, has high requirements on construction site space, has limited application range and has high construction cost. In order to avoid the problems caused by adopting a pushing construction method or an in-situ hoisting method in the prior art, construction equipment (such as a pusher) is generally used for constructing the steel box girder on a supporting structure by adopting a pushing method at present. However, in the process of pushing the steel box girder by using a pushing method, the supporting structure at the bottom of the steel box girder has the problem of unbalanced stress. The stress change of the supporting structure is large, the construction risk coefficient is increased, and the moving accuracy of the steel box girder is influenced. Therefore, when the method provided by the prior art is used for steel box girder construction, the problems that the steel box girder cannot be accurately moved to a target position and the danger coefficient is large in the construction process exist.

In order to solve the technical problems that the steel box girder cannot be accurately moved to a target position and the risk factor is large in the construction process in the prior art, the embodiment of the invention provides an optimization method of a construction scheme. The optimization method of the construction scheme can be used for optimizing the scheme in the building construction process. In the embodiment of the invention, a bridge construction scheme for optimizing a steel box girder structure is described as an example. It is to be understood that the following description is only for purposes of understanding, and is not intended to be limiting.

The method provided by the embodiment of the invention can be applied to an optimization system of a construction scheme. The system for optimizing the construction scheme can comprise acquisition equipment and a construction scheme optimizing device in communication connection with the acquisition equipment.

The acquisition equipment can acquire the relevant data of the steel box girder or the supporting structure in the construction process. The collecting device can be a stress collecting sensor and the like.

The optimization device of the construction scheme can process data collected by the collection equipment. The optimization device of the construction scheme can also be terminal equipment such as a mobile phone, a computer and the like.

The steps executed by the acquisition equipment in the method provided by the embodiment of the invention can also be executed by a chip applied to the acquisition equipment; the steps performed by the terminal device may also be performed by a chip applied in the terminal device. The following embodiments describe taking the acquisition device and the terminal device as execution subjects, respectively. Referring to fig. 1, the method for optimizing the construction plan includes:

step 101: when the steel box girder slides on the supporting structure under the action of the pushing mechanism, the acquisition equipment acquires the stress deformation information of the supporting structure.

Illustratively, the collection device may be a strain gauge. In particular, the strain gauge may be a weld-free strain gauge. The grid width of the welding-free strain gauge can be 3mm, the grid length can be 2mm, the type can be BFH120-3AA-D-D150, the resistance value can be 120 omega, and the sensitivity coefficient can be 2.0 +/-1%. The strain gauge can be connected with a DH3816 static strain analysis system and corresponding control analysis software, and at the moment, the strain gauge can transmit the acquired information to the DH3816 static strain analysis system and the corresponding control analysis software so as to perform preliminary processing on the acquired data information.

Step 102: and the terminal equipment analyzes the stress deformation information of the supporting structure and determines the structural state of the supporting structure.

Illustratively, after the acquisition device acquires the stress deformation information of the support structure, the terminal device analyzes the stress deformation information of the support structure to determine the structural state of the support structure. I.e. to determine whether the support structure is stable, whether there is a risk of toppling and collapsing, whether a structural change occurs within a range that allows deformation (preset structural conditions).

Step 103: and under the condition that the structural state of the supporting structure is not matched with the preset structural state, the terminal equipment optimizes the construction scheme according to the structural state of the supporting structure and the preset structural state.

Illustratively, when the structural state of the supporting structure is not matched with the preset structural state, the construction scheme is optimized according to the structural state of the supporting structure and the preset structural state, so that the steel box girder can stably and safely slide on the supporting structure. When the steel box girder and the supporting structure are stressed in a balanced manner, the sliding distance of the steel box girder on the supporting structure at each time is more accurate.

By adopting the optimization method of the construction scheme provided by the embodiment of the invention, the problem of unbalanced stress of the steel box girder or the supporting structure can be avoided, the risk coefficient in the construction process is reduced, the safety of the steel box girder, the supporting structure and operators is ensured, and the steel box girder can be safely and accurately moved to the target position. Furthermore, the optimization method of the construction scheme provided by the embodiment of the invention can be used for the construction of the steel box girder bridge in the complex environment, so as to solve the technical problems of high requirement on the surrounding environment, high difficulty of construction organization and high safety risk of the traditional construction scheme. It will be appreciated that the initial position may be the position of a steel box girder when it is located on the support structure when it is subjected to a slip construction. The target position can be the position where the steel box girder is located after one construction section is completed, or the position where the steel box girder is located after the sliding construction is integrally completed. When all the steel box girders to be constructed are constructed, the initial position may be a position where the first steel box girder is located on the support structure. The target position can be the position of the last steel box girder or the position of the first steel box girder after the construction of all the steel box girders to be constructed is finished. The construction section is that the distance between the initial position and the target position is divided into a plurality of sections in the sectional construction of the steel box girder, and each section (namely each construction section) of the steel box girder is constructed by utilizing a pushing mechanism in sequence.

As a possible implementation manner, when the number of the steel box girders is multiple, after the information on the stressed deformation of the support structure is acquired, the method for optimizing the construction scheme further includes:

and the terminal equipment analyzes the stress deformation information of the supporting structure and determines synchronous slip errors of the plurality of steel box girders. And under the condition that the synchronous slip errors of the steel box girders are not matched with the preset synchronous slip errors, the terminal equipment optimizes the construction scheme according to the synchronous slip errors of the steel box girders.

Illustratively, when a bridge with a certain width needs to be built, two, three or more steel box girders can be glidingly pushed at the same time. When performing the sliding construction of the plurality of steel box girders, the plurality of steel box girders are required to move simultaneously and reach the target position simultaneously. However, due to the influence of external factors, synchronous slip errors exist when a plurality of steel box girders synchronously slip. If the synchronous slip error is not matched with the preset synchronous slip error, the plurality of steel box girders are not slipped in place according to actual needs, and the terminal equipment needs to optimize a construction scheme according to the synchronous slip errors of the plurality of steel box girders. Specifically, the above analysis of the information on the deformation under load of the support structure is a finite element analysis, for example, the finite element analysis may be performed by using ABAQUS software and ANSYS software. In an embodiment of the present invention, the ABAQUS software was used for finite element analysis. During finite element analysis, data such as the weight of the steel box girder, the initial position of the steel box girder, the target position of the steel box girder, the weight of the supporting structure, the friction coefficient in the construction process and the like can be input into ABAQUS software to carry out simulation analysis on the sliding process of the steel box girder.

In one example, the terminal device optimizing a construction scheme according to synchronous slip errors of a plurality of steel box girders includes:

and the terminal equipment presets a construction scheme according to the synchronous slip errors and the preset synchronous slip errors of the plurality of steel box girders.

And the terminal equipment analyzes the preset construction scheme and determines a preset analysis result. The construction scheme preset by the analysis is finite element analysis.

And when the preset analysis result meets the condition that the steel box girder slides in place, the terminal equipment determines that the preset construction scheme is the optimized construction scheme.

And under the condition that the preset analysis result does not meet the sliding and positioning conditions of the steel box girder, the terminal equipment updates the construction scheme. Illustratively, under the condition that the preset analysis result does not meet the steel box girder sliding in-place condition, the terminal equipment continues to update the construction scheme by adopting the steps until the preset analysis result meets the steel box girder sliding in-place condition. The sliding and positioning condition of the steel box girders can be that a plurality of steel box girders simultaneously reach a preset position safely and stably, or the distance error between the plurality of steel box girders is within an allowable range, or other conditions.

As a possible implementation manner, the stress deformation information of the support structure includes stress deformation information of a plurality of target measurement positions of the support structure, and a simulated stress variation amount of each target measurement position is greater than a preset stress variation threshold.

For example, the preset stress variation threshold may be a value of an external pressure applied when the support structure overturns or collapses. Of course, other values are possible. In the embodiment of the invention, through finite element analysis and theoretical calculation, points with obvious stress change are selected in the supporting structure as the positions for arranging the strain gauges. It should be understood that the term "the stress variation is significant" means that the stress variation at the position on the supporting structure is larger than the preset stress variation threshold, and the stress variation at the position is more significant than that at other positions larger than the preset stress variation threshold.

In one example, referring to fig. 2, the support structure 11 may include a bracket 110, a strut 111, and a glide structure 112. When the steel box girder is constructed, the pusher mechanism is provided on the sliding structure 112, and the sliding structure 112 includes a sliding beam 1120 and a sliding guide 1121.

Referring to fig. 2 and 3, in the embodiment of the invention, a steel box girder 10 with a span of 17.5m is adopted in the construction process, the height of the steel box girder 10 is 1.8m, the steel box girder 10 is made of Q345D, and a 330V high-pressure tower is arranged on one side of the bridge. A supporting structure 11 is arranged at 12 positions below the steel box girder 10. The H-shaped steel with wide flanges, the strength grade of which is Q235B, the length of which is 12m, the height of which is 488mm, the width of which is 300mm, the thickness of a web plate of which is 11mm and the thickness of a wing plate of which is 18mm, is usually arranged along the width direction of the bridge to be used as the sliding beam 1120. A steel pipe with the length of 150mm, the width of 150mm, the thickness of 10mm, the height of 300mm and the material of Q235B is welded below the sliding guide 1121 as a support 111, and is arranged above the sliding beam 1120 for supporting the sliding guide 1121. The sliding guide 1121 is made of two 16a channel steel with a length of 12m, and the stiffening plate is a steel plate with a t of 20 mm. The material of the bracket 110 may be steel, and the type of the steel is not particularly limited, but the material of the bracket 110 may also be set according to actual conditions,

table 1 shows a comparative table of properties of Q345 steel and Q235 steel materials provided by examples of the present invention.

TABLE 1 comparison of the properties of Q345 and Q235 steel materials

In the embodiment of the invention, the stress conditions of the steel box girder and the supporting structure under five different working conditions are simulated by using ABAQUS software, and are analyzed and then used for arranging the strain gauge at the later stage. The simulation process can be simplified, and the working time can be saved.

Referring to fig. 3, a model of the position of the steel box girder 10 and the support structure 11 at the start sliding position of the steel box girder 10 in the first working condition is illustrated. Referring to fig. 4, a model of the position of the steel box girder 10 and the support structure 11 at the maximum bending moment of the support structure 11 in the second working condition is illustrated. The maximum bending moment can be calculated. Referring to fig. 5, a position model of the steel box girder 10 and the support structure 11 when the steel box girder 10 is located at a symmetrical position of the start sliding position under the third working condition is illustrated. Referring to fig. 6, a schematic diagram of a position model of the steel box girder 10 and the support structure 11 when the steel box girder 10 is at one side of the support structure 11 in the fourth working condition is illustrated. Referring to fig. 7, a model diagram of the positions of the steel box girder 10 and the supporting structure 11 when the steel box girder 10 is completely moved during the fifth working condition is described.

Referring to fig. 8 to 12, stress cloud charts under the five working conditions can be obtained by respectively performing stress analysis on the steel box girder 10 and the supporting structure 11 by using ABAQUS software corresponding to the five working conditions. Fig. 8 to 12 show only the stress clouds of the support structure 11 in different cases. As can be seen from fig. 8-12, the leftmost legend decreases in value from top to bottom (i.e., the lowest is the minimum and the uppermost is the maximum). The colors displayed on the support structure on the right side may be different when the forces are different at various locations on the support structure, and may correspond to the colors in the legend on the leftmost side. According to the stress cloud picture, an operator can simply and quickly know the stress condition of each position of the supporting structure. Further, by analyzing the stress cloud charts under the above five working conditions, and according to the actual situation, a plurality of strain gauges are arranged on the supporting structure 11. Specifically, referring to fig. 2, the support structure (the support 110, the pillar 111, and the sliding structure 112) is divided into two measurement areas, i.e., an upper measurement area and a lower measurement area. The upper measurement area comprises a sliding guide 1121, a sliding beam 1120 and a strut 111. A target measurement position (target measurement position is indicated by "x") where the strain gauge is placed is located at a central position of the same vertical plane as the column 111, and at this time, three target measurement positions are provided in the axial direction of each column 111, and the target measurement positions are located on the slide rail 1121, the slide beam 1120, and the column 111, respectively. Next, three target measurement positions (i.e., three target measurement positions near the first inclined strut 1114 and the second inclined strut 1115 in the middle of fig. 2) are additionally arranged in the middle of the sliding beam 1120, so that the target measurement positions can be prevented from being pasted and failed, and the detection efficiency can be improved. The lower lateral region includes a first brace 1110, a second brace 1111, a third brace 1112, a fourth brace 1113, a first brace 1114, a second brace 1115, a third brace 1116, and a fourth brace 1117. Target measurement positions are provided at 1/6, 1/2, 5/6 of the first bracket 1110 and the second bracket 1111. Target measurement positions are provided at 1/2 of third support 1112, fourth support 1113, third brace 1116 and fourth brace 1117. Target measurement locations are provided at 1/4, 3/4 of the first and

second sprags

1114, 1115, respectively. The connection mode of the strain gauges at the four target measurement positions on the first inclined strut 1114 and the second inclined strut 1115 and the corresponding members to be measured (such as the first inclined strut 1114 and the second inclined strut 1115) is set as full-bridge connection, and four strain gauges are applied at this time. The full bridge connection described above is suitable for measuring only tensile compressive strain. Two target measurement positions are additionally arranged at positions which are 10cm away from the two target measurement positions on the second inclined support 1115, and the two additionally arranged target measurement positions are also arranged on the second inclined support 1115. The strain gauges at the two additionally arranged target measurement positions are connected with the corresponding members to be measured in an 1/4 bridge mode, and at the moment, a multi-channel shared compensation sheet is applied. The 1/4 bridge connection described above is suitable for measuring strain in simple tensile compression or bending. It should be understood that the distance between the two target measurement positions on the second inclined strut 1115 is not limited to 10cm, and may be set according to actual conditions. The connection modes of the strain gauges at the other target measurement positions and the corresponding component to be measured are all set to be in half-bridge connection, and at the moment, 1 strain gauge and 1 compensation gauge are applied. The half-bridge connection is suitable for measuring the strain of simple tensile compression or bending, and the normal operation of the connection mode can be ensured under the condition of severe environment.

Referring to fig. 2, 13 to 15, in the embodiment of the present invention, the data sampling interval of the strain gauge at each target measurement position is 30 seconds. The stress value actual measurement diagram of the transverse member, the stress value actual measurement diagram of the first support and the stress value actual measurement diagram of the first inclined strut can be known through data acquisition of the strain gauge at the target measurement position. The cross member includes a pillar 111, a sliding beam 1120, and a sliding guide 1121. For example, fig. 13 shows the results of stress monitoring at a measurement position a in the slip guide 1121, a measurement position B in the strut 111, a measurement position C in the slip beam 1120, and a measurement position L in the slip beam 1120. It should be understood that other measurement positions in the sliding guide 1121, the pillar 111, and the sliding beam 1120 can be selected to form the stress monitoring result during actual use. Fig. 14 shows the results of stress monitoring at the measurement position F, the measurement position G, and the measurement position H in the first bracket 1110. It should be understood that during actual use, the measurement positions in the second bracket 1111, the third bracket 1112 and the fourth bracket 1113 in the vertical rod can be selected to form the stress monitoring result. Fig. 15 shows the stress monitoring results at the measurement position D and the measurement position E in the first sprag 1114. It should be appreciated that the measurement locations in the second brace 1115 may also be selected during actual use to form a stress value actual map.

Referring to fig. 2, 13 to 15, when the first inclined strut 1114 or the second inclined strut 1115 is subjected to an external pulling force, the upper portion of the first inclined strut 1114 or the second inclined strut 1115 is subjected to a larger force. When the first inclined strut 1114 or the second inclined strut 1115 is subjected to external pressure, the lower part of the first inclined strut 1114 or the second inclined strut 1115 is subjected to larger force. Because the first inclined strut 1114 or the second inclined strut 1115 plays a role in reinforcing the bracket, if one side of the first inclined strut 1114 or the second inclined strut 1115 is stressed too much, the center of gravity shifts seriously, which means that the first inclined strut 1114 or the second inclined strut 1115 can generate a certain pulling force to prevent the bracket from overturning. Stress data of the supporting structure 11 are acquired by using the strain gauge, then signals of the strain gauge are converted and transmitted to a computer or other equipment provided with ABAQUS software through a network cable, and then the data are analyzed and processed by using the ABAQUS software.

As a possible implementation manner, referring to fig. 16, the construction equipment 12 may include a pushing structure 120, a tightening structure 121, and a fixing structure 122. The first end of the pushing structure 120 is connected with the first end of the jacking structure 121, and the second end of the pushing structure 120 is connected with the steel box girder 10. The pushing structure 120 is used for pushing the steel box girder 10, and the tightening structure 121 is used for fixing a first end of the pushing structure 120 at a first position of the supporting structure 11. Wherein the first position is differently set according to different construction sections of the steel box girder 10. The fixing structure 122 abuts against the second end of the tightening structure 121, and when the pushing structure 120 pushes the steel box girder 10, the fixing structure 122 is used for fixing the second end of the tightening structure 121 at the second position of the supporting structure 11. Wherein the second position is differently set according to different construction sections of the steel box girder 10. Referring to fig. 17, the distance between the first position and the second position may be the distance of one construction section 16.

For example, the construction equipment may be a hydraulic ejector. In the embodiment of the invention, the construction equipment is a stepping hydraulic ejector. The stepping hydraulic ejector is a special device which is pushed tightly through the rear part and generates ejecting counterforce by a main hydraulic cylinder, thereby realizing forward translation of a pushed structure connected with the stepping hydraulic ejector.

Table 2 shows a parameter table of the step hydraulic ejector according to the embodiment of the present invention.

TABLE 2 parameter table of step-by-step hydraulic pusher

Referring to fig. 17, in the embodiment of the present invention, the pushing mechanism 12 is a step hydraulic pusher. In this case, the pushing structure 120 may be a master cylinder, the tightening structure 121 is connected to the master cylinder, a wedge-shaped self-locking member (not shown in fig. 17) is disposed in the tightening structure 121 for clamping or disengaging the sliding guide 1121, and the fixing structure 122 may be a sliding baffle. Before actual use, the hydraulic ejector is installed on the sliding guide 1121. Specifically, one end of the master cylinder is connected to the steel box girder 10 through the lug plate 123 and the pin 124, and the other end of the master cylinder is connected to the tightening structure 121 through the lug plate 123 and the pin 124. The tightening structure 121 clamps the sliding guide 1121 through a wedge-shaped self-locking member, and the tightening structure 121 abuts against the sliding baffle. The sliding baffle is clamped on the sliding guide rail 1121 and welded with the sliding beam 1120, and the height of a welding seam is greater than or equal to 16 mm. The slide damper may be a reaction frame made of a steel plate having a thickness of 20 mm. Because the sliding baffle is welded with the sliding beam 1120, when the main hydraulic cylinder pushes the steel box beam 10, the reaction force generated by the main hydraulic cylinder is transmitted to the tightening structure 121, the tightening structure 121 is transmitted to the sliding baffle, and the sliding baffle is transmitted to the sliding beam 1120. Utilize above-mentioned structural design, saved the reinforcement problem of reaction force. Meanwhile, as the main hydraulic cylinder in the hydraulic ejector is connected with the steel box girder 10 through the pin shaft 124, the force transmission path is direct, no time delay exists in the starting process, and the action accuracy is ensured. Furthermore, the stepping hydraulic ejector used in the embodiment of the invention has the advantages of small volume, light weight, strong maneuvering capability, convenient transportation and installation, safety, economy, lower cost and high popularization value. The sliding pushing, the reaction point and the like are combined with other temporary structures, and the hydraulic synchronous sliding dynamic load is extremely small, so that the use amount of the sliding temporary facilities can be reduced to the minimum.

The use of the hydraulic ejector is described below by taking a specific implementation as an example. Referring to fig. 17 to 20, a computer or other terminal equipment is used to control the extension cylinder of the main hydraulic cylinder in the hydraulic pusher, and the steel box girder 10 is pushed to move forward by one construction section 16. After the master cylinder completes the cylinder extension of one stroke, the steel box girder 10 is not moved, the master cylinder retracts, and the wedge-shaped self-locking piece arranged in the tightening structure 121 is separated from the sliding guide rail 1121. Under the drive of the main hydraulic cylinder, the jacking structure 121 moves away from the sliding baffle plate to the direction close to the steel box girder 10. After the main hydraulic cylinder finishes one stroke of cylinder retraction, an operator can drag the sliding baffle to move forward for a construction section 16 (namely the distance of forward movement of the steel box girder 10), and then the hydraulic ejector finishes one stroke of pushing process. And repeating the steps, and pushing the steel box girder 10 to move by using the hydraulic ejector until the target position is reached. It should be understood that the hydraulic ejector needs to be debugged before actual use to determine whether the device can work normally. After debugging is finished, loading is carried out step by step according to the jacking force designed before construction until the hydraulic jacking device pushes the steel box girder 10 to move.

Referring to fig. 21, after the steel box girder 10 is moved to the target position, the girder dropping operation is performed on the steel box girder 10. Specifically, after the steel box girder 10 is moved to the target position, the construction equipment (hydraulic ejector) for ejecting the steel box girder 10 is removed, and a part of the slide guide 1121. A hydraulic jack 13 is provided at one side of the pillar of the skid beam 1120. In the embodiment of the invention, 8 XY-DS-50 type hydraulic lifters 13 are adopted, and the total lifting capacity is 400 t. And (3) jacking the steel box girder 10 by about 10mm by using a hydraulic jacking device 13, and then dismantling the rest structures such as the sliding guide 1121 and the support columns. A temporary support 14 is installed at the location of a diaphragm (not shown in fig. 21) in the steel box girder, and a number of tie plates 15 are provided on the temporary support 14. When the steel box girder 10 falls, the hydraulic jacking device 13 takes away one backing plate 15 when falling by 10 mm-20 mm (specifically, the thickness of the backing plate 15 can be determined), until the steel box girder 10 completely falls on the designed elevation of the temporary support 14.

As a possible implementation manner, after the acquisition device acquires the stress deformation information of the support structure, the optimization method of the construction scheme further includes:

and the terminal equipment determines the stress information error according to the stress deformation information of the supporting structure and the preset stress deformation information. And under the condition that the stress information error is not matched with the preset information error, optimizing the construction scheme according to the stress information error.

Illustratively, when the steel box girder slides on the supporting structure under the action of the pushing mechanism, the process of one steel box girder from the initial position to the target position is segmented construction. The segmental construction is that the distance between the initial position and the target position is divided into a plurality of segments, and the sliding construction of each segment (namely each construction segment) is sequentially carried out on the steel box girder by using the pushing mechanism. In the process that the steel box girder passes through the first construction section, the strain gauge arranged on the supporting structure can acquire corresponding stress deformation information. As simulation analysis is carried out by using ABAQUS software before actual construction, and a preset stress deformation information is obtained. The preset stress deformation information contains stress values when the supporting structure overturns and collapses. And when the acquired stress deformation information of the support structure is not matched with the preset stress deformation information (for example, the numerical value in the stress deformation information of the support structure is not equal to the numerical value of the preset stress deformation information, or the numerical value in the stress deformation information of the support structure is not in the numerical range of the preset stress deformation information), optimizing the construction scheme according to the stress information error determined by the two pieces of information.

In one example, the construction scheme may include construction parameters of the pusher shoes, the number of pusher shoes, and a friction coefficient of the support structure. The construction parameters of the pushing mechanism can comprise the thrust of the pushing mechanism and the traction speed of the pushing mechanism. The coefficient of friction of the support structure may comprise the coefficient of friction of the skid rails.

Illustratively, when the supporting structure has unbalanced stress, the thrust of the pushing mechanism to the steel box girder in the construction process can be adjusted. For example, the thrust that the steel box girder received can be reduced to slow down the speed through construction bearing structure, make the steel box girder can be steady through bearing structure, and then ensure steel box girder and bearing structure's stability. The traction speed of the pusher jack can also be adjusted, for example, the traction speed of the pusher jack can be reduced to reduce the movement speed of the steel box girder. The speed of the steel box girder passing through the supporting structure is slowed down, so that the steel box girder can stably pass through the supporting structure, and the stability of the steel box girder and the supporting structure is further ensured. Of course, the construction distance of the corresponding construction section can also be adjusted. For example, the construction distance of a construction section can be reduced, so that the distance of the steel box girder passing through the support structure in a single time is reduced. At the moment, the stress condition of each position of the supporting structure can be clearly detected, the thrust and the traction speed of the pushing mechanism to the steel box girder can be timely adjusted according to the stress condition of the position, and the stability and the safety of the steel box girder and the supporting structure are further ensured. It should be understood that the above construction scheme is not limited to the above parameters, but may include other parameters that may affect the stability and safety of the steel box girder and the support structure. By analyzing the detection data in real time and dynamically adjusting the construction scheme, the danger source is found out in time, errors are calculated and adjusted, and the construction safety is ensured.

Because the friction coefficient of the sliding guide rail can also influence the sliding of the steel box girder on the supporting structure, the stability and the safety of the steel box girder and the supporting structure can be ensured by adjusting the friction coefficient of the sliding guide rail. Further, when a plurality of steel box girders are pushed by a plurality of pushing mechanisms simultaneously to slide on the supporting structure, the synchronism of the sliding of the plurality of steel box girders needs to be ensured. If the sliding distance of the first steel box girder is far compared with that of the second steel box girder, the pushing mechanism of the first steel box girder can be temporarily set, and only the pushing mechanism of the second steel box girder is started, so that the sliding distance of the second steel box girder is equal to that of the first steel box girder. Namely, the slippage synchronism of the steel box girders can be realized by adjusting the number of the pushing mechanisms.

In the process, the ABAQUS software and the construction scheme are used for carrying out analog simulation on the construction process of the steel box girder, and analog data are obtained. And then, analyzing the collected monitoring results in real time through ABAQUS software, evaluating the stage structure state and analyzing error causes, calculating errors in the ABAQUS software, predicting bridge forming errors, and continuously optimizing a construction scheme until all the steel box girders accurately and stably reach a target position. Further, when a plurality of steel box girders are required to be pushed and moved by a plurality of pushing mechanisms, the synchronism of the movement of the steel box girders is ensured, the consistency of the construction process is ensured, the phenomenon that the steel box girders are influenced mutually or the supporting structure below the corresponding steel box girders is influenced due to different moving distances of the steel box girders is avoided, the stress balance of the steel box girders and the supporting structure is ensured, and the stability and the safety of the steel box girders and the supporting structure are ensured to achieve the effect of synchronous movement.

In the process of optimizing the construction scheme, parameters related to the construction scheme are continuously optimized and adjusted through detection data acquired by the acquisition equipment. And then performing simulation analysis on the optimized and adjusted construction scheme by using ABAQUS software to update the prediction result of the stress-strain distribution in the construction process in real time. When the prediction result shows that the steel box girder can accurately and stably reach the target position, the supporting structure is stressed in a balanced manner and does not topple and collapse, namely the structural state of the supporting structure is matched with the preset structural state. At this time, the actual construction parameters may be adjusted based on the prediction result, that is, the optimized and adjusted construction scheme may be applied to perform actual construction. Otherwise, the parameters involved in optimizing the construction solution need to be continuously adjusted.

In one example, referring to fig. 22, when the steel box girder moves to a certain position, the stress variation reflected by the data detected by the strain gauge at each target measurement position is approximately the same as the result analyzed by the ABAQUS software simulation, and the stress variation reflected by the actually detected result (detected value) and the simulated result (simulated value) is the same. Although the actual detection result and the simulation result have a certain difference, the difference is small and can be ignored within the floating range, and of course, the difference can be adjusted according to the actual influence factor. For example, the actual influencing factor may be that the target measurement position is located at an end point of the sliding guide rail, and is less constrained and is easily influenced by the sliding process (e.g. vibration generated by sliding), and the simulation analysis is an ideal case and does not take the influencing factor of the vibration generated by sliding into account, so that a certain difference is generated between the actual detection result and the simulation result. However, in general, the errors of the actual detection result and the simulation result are within an acceptable range, and the reaction stress of the simulation value and the detection value is small, so that the safety requirement of construction can be met. As can be seen from fig. 22, the stress value obtained by the simulation analysis is slightly larger than the actually detected stress value, which can show that the ABAQUS software has better predictability and can accurately simulate the actual construction process.

The above description mainly introduces the scheme provided by the embodiment of the present invention from the perspective of the terminal device. It is understood that the terminal device includes hardware structures and/or software modules for performing the respective functions in order to implement the functions. Those of skill in the art will readily appreciate that the present invention can be implemented in hardware or a combination of hardware and computer software, with the exemplary elements and algorithm steps described in connection with the embodiments disclosed herein. Whether a function is performed as hardware or computer software drives hardware depends upon the particular application and design constraints imposed on the solution. Skilled artisans may implement the described functionality in varying ways for each particular application, but such implementation decisions should not be interpreted as causing a departure from the scope of the present invention.

In the embodiment of the present invention, the terminal device and the like may be divided into functional modules according to the above method examples, for example, each functional module may be divided corresponding to each function, or two or more functions may be integrated into one processing module. The integrated module can be realized in a hardware mode, and can also be realized in a software functional module mode. It should be noted that, the division of the modules in the embodiment of the present invention is schematic, and is only a logic function division, and there may be another division manner in actual implementation.

Fig. 23 is a schematic structural diagram of an optimization apparatus for a construction solution according to an embodiment of the present invention, in a case where a corresponding integrated unit is used. The optimization device 20 of the construction scheme may be a terminal device, and may also be a chip applied to the terminal device.

Referring to fig. 23, the optimization apparatus 20 for a construction plan may further include: a processing unit 21 and a communication unit 22. Optionally, the apparatus 20 for optimizing a construction plan may further include a storage unit 23 for storing program codes and data of the apparatus 20 for optimizing a construction plan.

In one example, referring to fig. 23, the above-mentioned communication unit 22 is used for the optimization apparatus 20 supporting the construction plan to perform step 101 in the above-mentioned embodiment.

Referring to fig. 23, the optimization apparatus 20 for supporting a construction plan by the processing unit 21 performs steps 102 and 103 and the like in the above-described embodiment.

Referring to fig. 23, the Processing Unit 21 may be a Processor or a controller, such as a Central Processing Unit (CPU), a general purpose Processor, a Digital Signal Processor (DSP), an Application-Specific Integrated Circuit (ASIC), a Field Programmable Gate Array (FPGA) or other Programmable logic device, a transistor logic device, a hardware component, or any combination thereof. Which may implement or perform the various illustrative logical blocks, modules, and circuits described in connection with the disclosure. The processor described above may also be a combination of computing functions, e.g., comprising one or more microprocessors, DSPs and microprocessors, and the like. The communication unit 22 may be a transceiver, a transceiving circuit or a communication interface, etc. The storage unit 23 may be a memory.

Referring to fig. 23, when the processing unit 21 is a processor, the communication unit 22 is a transceiver, and the storage unit 23 is a memory, the optimization apparatus 20 for a construction plan according to the embodiment of the present invention may be the schematic hardware structure of the terminal device in fig. 24.

Referring to fig. 24, a terminal device 30 provided in the embodiment of the present invention includes a first processor 31 and a communication interface 32. The communication interface 32 is coupled to the first processor 31.

Referring to fig. 24, the first processor 31 may be a general processing unit (CPU), a microprocessor, an application-specific integrated circuit (ASIC), or one or more integrated circuits for controlling the execution of programs according to the present invention. The communication interface 32 may be one or more. The communication interface 32 may use any transceiver or the like for communicating with other devices or communication networks.

Referring to fig. 24, the terminal device 30 may further include a communication line 33. The communication link 33 may include a path for transmitting information between the aforementioned components.

Optionally, referring to fig. 24, the terminal device 30 may further include a first memory 34. The first memory 34 is used for storing computer instructions for implementing the inventive solution and is controlled to be executed by the first processor 31. The first processor 31 is configured to execute the computer instructions stored in the first memory 34, so as to implement the optimization method of the construction plan provided by the embodiment of the present invention.

Referring to fig. 24, the first memory 34 may be a read-only memory (ROM) or other types of static storage devices that can store static information and instructions, a Random Access Memory (RAM) or other types of dynamic storage devices that can store information and instructions, an electrically erasable programmable read-only memory (EEPROM), a compact disc read-only memory (CD-ROM) or other optical disc storage, optical disc storage (including compact disc, laser disc, optical disc, digital versatile disc, blu-ray disc, etc.), magnetic disk storage media or other magnetic storage devices, or any other medium that can be used to carry or store desired program code in the form of instructions or data structures and that can be accessed by a computer, but is not limited to such. The first memory 34, which may be separate, is connected to the first processor 31 via a communication line 33. The first memory 34 may also be integrated with the first processor 31.

Optionally, the computer instructions in the embodiment of the present invention may also be referred to as application program codes, which is not specifically limited in this embodiment of the present invention.

In a particular implementation, referring to fig. 24, the first processor 31 may include one or more CPUs, see CPU0 and CPU1 in fig. 24, as an example.

In a specific implementation, referring to fig. 24, the terminal device 30 may include a plurality of first processors 31, referring to the first processor 31 and the second processor 35 in fig. 24, as an embodiment. Each of these processors may be a single core processor or a multi-core processor.

Fig. 25 is a schematic structural diagram of a chip according to an embodiment of the present invention. Referring to fig. 25, the chip 40 includes one or more (including two) processors 41 and a communication interface 42.

Optionally, referring to fig. 25, the chip 40 further includes a second memory 43, and the second memory 43 may include a read-only memory and a random access memory, and provides the processor 41 with operation instructions and data. The portion of memory may also include non-volatile random access memory (NVRAM).

In some embodiments, referring to FIG. 25, the second memory 43 stores elements, execution modules or data structures, or a subset thereof, or an expanded set thereof.

In the embodiment of the present invention, referring to fig. 25, the processor 41 executes the corresponding operation by calling the operation instruction stored in the memory (the operation instruction may be stored in the operating system).

Referring to fig. 25, a processor 41 controls processing operations of any one of the terminal devices, and the processor 41 may also be referred to as a Central Processing Unit (CPU).

Referring to fig. 25, the second memory 43 may include a read only memory and a random access memory, and provides instructions and data to the processor 41. A portion of the second memory 43 may also include NVRAM. For example, in applications where the memory, communication interface, and memory are coupled together by a bus system 44, where the bus system 44 may include a power bus, a control bus, a status signal bus, etc., in addition to a data bus. For clarity of illustration, however, the various buses are labeled as bus system 44 in fig. 25.

The method disclosed by the embodiment of the invention can be applied to a processor or realized by the processor. The processor may be an integrated circuit chip having signal processing capabilities. In implementation, the steps of the above method may be performed by integrated logic circuits of hardware in a processor or instructions in the form of software. The processor may be a general purpose processor, a Digital Signal Processor (DSP), an ASIC, an FPGA (field-programmable gate array) or other programmable logic device, discrete gate or transistor logic device, or discrete hardware components. The various methods, steps and logic blocks disclosed in the embodiments of the present invention may be implemented or performed. A general purpose processor may be a microprocessor or the processor may be any conventional processor or the like. The steps of the method disclosed in connection with the embodiments of the present invention may be directly implemented by a hardware decoding processor, or implemented by a combination of hardware and software modules in the decoding processor. The software module may be located in ram, flash memory, rom, prom, or eprom, registers, etc. storage media as is well known in the art. The storage medium is located in a memory, and a processor reads information in the memory and completes the steps of the method in combination with hardware of the processor.

The embodiment of the invention also provides a computer readable storage medium. The computer readable storage medium has stored therein instructions that, when executed, implement the functions performed by the terminal device in the above-described embodiments.

In the above embodiments, the implementation may be wholly or partially realized by software, hardware, firmware, or any combination thereof. When implemented in software, may be implemented in whole or in part in the form of a computer program product. The computer program product described above includes one or more computer programs or instructions. When the above-described computer program or instructions are loaded and executed on a computer, the procedures or functions described in the embodiments of the present invention are wholly or partially performed. The computer may be a general purpose computer, a special purpose computer, a computer network, a terminal, a user device, or other programmable apparatus. The computer program or instructions may be stored in a computer readable storage medium or transmitted from one computer readable storage medium to another computer readable storage medium, for example, the computer program or instructions may be transmitted from one website, computer, server, or data center to another website, computer, server, or data center by wire or wirelessly. The computer-readable storage medium can be any available medium that can be accessed by a computer or a data storage device such as a server, a data center, etc. that integrates one or more available media. The usable medium may be a magnetic medium, such as a floppy disk, a hard disk, a magnetic tape; or optical media such as Digital Video Disks (DVDs); it may also be a semiconductor medium, such as a Solid State Drive (SSD).

While the invention has been described in connection with various embodiments, other variations to the disclosed embodiments can be understood and effected by those skilled in the art in practicing the claimed invention, from a review of the drawings, the disclosure, and the appended claims. In the claims, the word "comprising" does not exclude other elements or steps, and the word "a" or "an" does not exclude a plurality. A single processor or other unit may fulfill the functions of several items recited in the claims. The mere fact that certain measures are recited in mutually different dependent claims does not indicate that a combination of these measures cannot be used to advantage.

While the invention has been described in conjunction with specific features and embodiments thereof, it will be evident that various modifications and combinations can be made thereto without departing from the spirit and scope of the invention. Accordingly, the specification and figures are merely exemplary of the invention as defined in the appended claims and are intended to cover any and all modifications, variations, combinations, or equivalents within the scope of the invention. It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.

Claims

1. The optimization method of the construction scheme is characterized by being used for optimizing a bridge construction scheme of a steel box girder structure, and comprises the following steps:

when the steel box girder slides on the supporting structure under the action of the pushing mechanism, acquiring the stress deformation information of the supporting structure;

analyzing the stress deformation information of the supporting structure, and determining the structural state of the supporting structure;

and under the condition that the structural state of the supporting structure is not matched with the preset structural state, optimizing a construction scheme according to the structural state of the supporting structure and the preset structural state.

2. The method for optimizing a construction scheme according to claim 1, wherein when the number of the steel box girders is plural, after the information on the stress deformation of the support structure is obtained, the method for optimizing a construction scheme further comprises:

analyzing the stress deformation information of the supporting structure, and determining synchronous slip errors of the plurality of steel box girders;

and under the condition that the synchronous slip errors of the steel box girders are not matched with the preset synchronous slip errors, optimizing the construction scheme according to the synchronous slip errors of the steel box girders.

3. The optimization method of construction scheme according to claim 2, wherein the optimizing the construction scheme according to the synchronous slip error of the plurality of steel box girders comprises:

presetting a construction scheme according to the synchronous slip errors and the preset synchronous slip errors of the plurality of steel box girders;

analyzing the preset construction scheme and determining a preset analysis result;

determining the preset construction scheme as an optimized construction scheme under the condition that the preset analysis result meets the condition that the steel box girder slides in place;

and updating the construction scheme under the condition that the preset analysis result does not meet the sliding and positioning conditions of the steel box girder.

4. The method for optimizing a construction plan according to claim 3, wherein the analyzing of the information on the deformation under force of the support structure is a finite element analysis; or, the construction scheme preset by the analysis is finite element analysis.

5. The method of optimizing a construction plan according to claim 1, wherein the information on the deformation under load of the support structure includes information on the deformation under load of a plurality of target measurement positions of the support structure;

and the simulation stress variation of each target measurement position is greater than a preset stress variation threshold.

6. The method for optimizing a construction scheme according to claim 1, wherein after acquiring the information on the deformation of the support structure under load, the method for optimizing a construction scheme further comprises:

determining stress information errors according to the stress deformation information of the supporting structure and preset stress deformation information;

and under the condition that the stress information error is not matched with the preset information error, optimizing the construction scheme according to the stress information error.

7. The optimization method of the construction scheme according to any one of claims 1 to 6, wherein the construction scheme comprises construction parameters of the pushing mechanisms, the number of the pushing mechanisms, and a friction coefficient of the support structure;

the construction parameters of the pushing mechanism comprise the thrust of the pushing mechanism and the traction speed of the pushing mechanism.

8. The device for optimizing the construction scheme is characterized by comprising a processor and a communication interface coupled with the processor; the processor is used for running a computer program or instructions to implement the optimization method of the construction scheme according to any one of claims 1 to 7.

9. A construction plan optimization system comprising the construction plan optimization apparatus according to any one of claims 1 to 8;

10. A computer storage medium having instructions stored thereon, wherein the instructions, when executed, implement the method for optimizing a construction plan according to any one of claims 1 to 7.