CN114279840B - Method for evaluating stability of highway fabricated corrugated steel structure - Google Patents
Method for evaluating stability of highway fabricated corrugated steel structure Download PDFInfo
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- CN114279840B CN114279840B CN202111601642.3A CN202111601642A CN114279840B CN 114279840 B CN114279840 B CN 114279840B CN 202111601642 A CN202111601642 A CN 202111601642A CN 114279840 B CN114279840 B CN 114279840B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 362
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Abstract
The application provides a method for evaluating the stability of a highway assembly type corrugated steel structure, which comprises the following steps: acquiring monitoring data of the corrugated steel structure in a plurality of different preset periods; wherein, the preset period at least comprises: one or more of a first period, a second period and a third period, wherein the first period represents a period of time before filling the corrugated steel structure, the second period represents a period of time after filling the corrugated steel structure, and the third period represents an operation period of the corrugated steel structure; and determining a stability evaluation factor of the corrugated steel structure according to the monitoring data so as to evaluate the stability of the corrugated steel structure. The monitoring data of the corrugated steel structure in a plurality of different preset periods are obtained, the corrugated steel structure stability evaluation index is obtained through calculation by a plurality of corrugated steel structure stability evaluation factors, the change of the corrugated steel structure stability in different periods can be effectively tested on site, and the stability degree of the corrugated steel structure is analyzed, so that the corrugated steel structure stability evaluation is more comprehensive.
Description
Technical Field
The application relates to the technical field of underground engineering corrugated steel pipe culverts, in particular to a method for evaluating stability of a highway fabricated corrugated steel structure.
Background
In the field of traffic construction, road culvert engineering plays a vital role. At present, in road culvert engineering, reinforced concrete construction technology is widely applied, but due to the long construction period of the reinforced concrete culvert, more diseases such as cracking and foundation settlement in the using stage and difficult reinforcement and maintenance, the economical efficiency and the adaptability of the reinforced concrete culvert are poor. The corrugated steel structure adopts corrugated pipes or a culvert formed by connecting and splicing corrugated arc plates, and the corrugated steel structure can solve the technical problems that climatic environments such as rain, snow and the like affect engineering quality and construction progress, can be flexibly designed according to the requirements of site topography and actual engineering, adapts to foundation deformation and reduces damage caused by non-uniformity. Considering the cost of foundation treatment, foundation engineering and the like, the manufacturing cost of the corrugated steel structure is close to or more saved than that of a reinforced concrete structure, and the corrugated steel structure has the advantages of high construction speed and no influence of air temperature. The corrugated steel also has stronger tensile, shearing and fatigue resistance and strong durability. Therefore, the corrugated steel structure has wide application prospect, and can become an excellent structural form for replacing a concrete structure in mountain areas and geology bad areas with difficult construction.
The stability of the corrugated steel structure of the project in different periods is comprehensively and reasonably evaluated, and is important for efficient construction and long-term operation of the project. Currently, in the stability of a highway fabricated corrugated steel structure, a numerical simulation analysis is generally adopted in an evaluation method; in the aspect of evaluation factors, single factors and qualitative are mainly used, and multi-factor and quantitative analysis is lacked; in the aspect of monitoring data acquisition, displacement convergence data of a corrugated steel structure and stress data of the corrugated steel structure are generally included, and the stress data lack of monitoring of the earth filling load penetrating force on the upper part of the corrugated steel structure, and the data coverage is incomplete, so that the stress analysis of a pipe culvert is insufficient; on the time scale of monitoring, the method is mainly used for monitoring the construction period, and lacks of monitoring the integral deformation of the corrugated steel pipe in different periods and researching the long-term stress performance of the corrugated steel structure.
The problems cause inaccuracy and irrational evaluation of the stability of the highway fabricated corrugated steel structure. At present, a unified method for evaluating the stability of the highway fabricated corrugated steel structure at home and abroad is not available.
Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The application aims to provide a method for evaluating the stability of a highway fabricated corrugated steel structure, which aims to solve or alleviate the problems in the prior art.
In order to achieve the above object, the present application provides the following technical solutions:
The application provides a method for evaluating the stability of a highway assembly type corrugated steel structure, which comprises the following steps:
Acquiring monitoring data of the corrugated steel structure in a plurality of different preset periods; wherein, the preset period at least comprises: one of a first period, a second period, and a third period, the first period representing a period of time before the corrugated steel structure is filled with earth, the second period representing a period of time after the corrugated steel structure is filled with earth, and the third period representing an operational period of the corrugated steel structure;
And determining a stability evaluation factor of the corrugated steel structure according to the monitoring data so as to evaluate the stability of the corrugated steel structure.
Preferably, the acquiring the monitoring data of the corrugated steel structure in a plurality of different preset periods includes:
Determining a plurality of different monitoring sections of the corrugated steel structure;
And setting a plurality of different monitoring points at each monitoring section to acquire the monitoring data of the corrugated steel structure in a plurality of different preset periods.
Preferably, said determining a plurality of different monitoring sections of said corrugated steel structure comprises:
Determining a layout position along the axial direction of the corrugated steel according to the length of the corrugated steel structure; taking the section of the layout position as the monitoring section;
wherein, the layout position at least includes: one or more of 1/4 of the length of the corrugated steel, 1/2 of the length of the corrugated steel, and 3/4 of the length of the corrugated steel.
Preferably, a plurality of different monitoring points are set at each monitoring section to obtain the monitoring data of the corrugated steel structure in a plurality of different preset periods, including:
Setting a plurality of different monitoring points at preset positions of the monitoring section to acquire the monitoring data of the corrugated steel structure in a plurality of different periods;
The preset part at least comprises: the arch crown of the monitoring section, the left arch shoulder of the monitoring section, the right arch shoulder of the monitoring section, the left arch waist of the monitoring section, the right arch waist of the monitoring section, the left arch point of the monitoring section and the right arch point of the monitoring section are one or more.
Preferably, the determining the stability evaluation factor of the corrugated steel structure according to the monitoring data to evaluate the stability of the corrugated steel and the structure includes:
determining an evaluation factor of the corrugated steel structure according to the monitoring data;
And determining a stability evaluation index of the corrugated steel structure based on a preset stability evaluation model according to the evaluation factor so as to evaluate the stability of the corrugated steel structure.
Preferably, the determining, according to the monitoring data, an evaluation factor of the corrugated steel structure specifically includes:
And respectively determining a first evaluation factor, a second evaluation factor and a third evaluation factor of the corrugated steel structure according to the monitoring data, wherein the first evaluation factor is a structure dynamic load coefficient of the corrugated steel structure, the second evaluation factor is a deformation coordination coefficient of the corrugated steel structure, and the third evaluation factor is a galvanized layer thickness loss rate of the corrugated steel structure.
Preferably, the determining, according to the monitoring data, the first evaluation factor, the second evaluation factor and the third evaluation factor of the corrugated steel structure respectively includes:
Determining the maximum dynamic load and the overall load limit value of the corrugated steel structure in the third period according to the monitoring data so as to obtain the first evaluation factor of the corrugated steel structure;
Determining the length of a sedimentation section at the vault of the corrugated steel structure, the length of a left outer arch section of the corrugated steel structure and the length of a right outer arch section of the corrugated steel structure according to the monitoring data to obtain the second evaluation factor of the corrugated steel structure;
Determining a third evaluation factor of the corrugated steel structure according to the first galvanized layer thickness and the second galvanized layer thickness in the monitoring data; the first galvanized layer thickness is the galvanized layer thickness of the corrugated steel structure in the first period, and the second galvanized layer thickness is the galvanized layer thickness of the corrugated steel structure in the third period.
Preferably, the determining, according to the monitoring data, a maximum dynamic load and an overall load limit value of the corrugated steel structure in the third period, so as to obtain the first evaluation factor of the corrugated steel structure includes:
According to the maximum dynamic load and the integral bearing limit value, the following formula is adopted:
calculating to obtain the first evaluation factor of the corrugated steel structure;
wherein η 1 is the first evaluation factor of the corrugated steel structure; f Dynamic movement MAX is the maximum dynamic load; f Limit of is the global load limit.
Preferably, the determining, according to the monitoring data, a length of a sedimentation section at a dome of the corrugated steel structure, a length of a left outer arch section of the corrugated steel structure, and a length of a right outer arch section of the corrugated steel structure to obtain the second evaluation factor of the corrugated steel structure includes:
According to the length of the sedimentation section at the vault of the corrugated steel structure, the length of the left outer arch section of the corrugated steel structure and the length of the right outer arch section on the right side of the corrugated steel structure, the following formula is adopted:
calculating to obtain the second evaluation factor of the corrugated steel structure;
Wherein η 2 is the second evaluation factor of the corrugated steel structure; l 3 is the length of a sedimentation section at the vault of the corrugated steel structure; l 1 is the length of the left outer arch section of the corrugated steel structure; l 2 is the length of the right outer arch section on the right side of the corrugated steel structure.
Preferably, determining the third evaluation factor of the corrugated steel structure according to the first galvanized layer thickness and the second galvanized layer thickness in the monitoring data includes:
according to the first zinc coating thickness and the second zinc coating thickness in the monitoring data, the following formula is adopted:
calculating to obtain a third evaluation factor of the corrugated steel structure;
Wherein η 3 is a third evaluation factor of the corrugated steel structure; d Initially, the method comprises is the first galvanization layer thickness in the monitoring data; d Powder (D) is the second zinc coating thickness.
Compared with the closest prior art, the technical scheme of the embodiment of the application has the following beneficial effects:
According to the method, monitoring data of the corrugated steel structure in a plurality of different preset periods are obtained; and determining a corrugated steel structure stability evaluation factor according to the monitoring data so as to evaluate the stability of the highway fabricated corrugated steel structure. The method not only can effectively test the stability change of the corrugated steel structure in different periods on site and analyze the stability degree of the corrugated steel structure by acquiring the monitoring data of the corrugated steel structure in a plurality of different preset periods, so that the monitoring of the corrugated steel structure is more comprehensive on a time scale, but also can calculate the stability evaluation index of the corrugated steel structure through a plurality of stability evaluation factors of the corrugated steel structure on the basis, and can comprehensively evaluate the stability of the corrugated steel structure in a multi-factor and quantitative manner.
According to the application, a plurality of different monitoring sections of the corrugated steel structure are determined, a plurality of different monitoring points are arranged at each monitoring section, monitoring data of the corrugated steel structure in the axial direction and the circumferential direction are collected, stress tests and deformation measurements are combined, so that stress and deformation conditions of the corrugated steel in different positions and in different directions are obtained, the data coverage is comprehensive, the monitoring means are convenient and quick, and the rationality and the comprehensiveness of the stability evaluation of the corrugated steel structure are improved.
Compared with the traditional evaluation method, the evaluation method for the stability of the corrugated steel structure provided by the application can evaluate the control effect of the corrugated steel structure on site without developing an indoor test, and guide the support design and construction based on the control effect, thereby improving the construction efficiency.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. Wherein:
fig. 1 is a schematic flow chart of a method for evaluating stability of a highway fabricated corrugated steel structure according to some embodiments of the present application;
FIG. 2 is a perspective view of a corrugated steel structure provided in some embodiments of the present application;
FIG. 3 is a schematic view of a distribution of monitoring points in a monitoring section according to some embodiments of the present application;
FIG. 4 is a schematic cross-sectional view of peaks and troughs of a monitored cross-section according to some embodiments of the present application;
FIG. 5 is a schematic diagram of monitoring points for deformation data of a corrugated steel structure according to some embodiments of the present application;
Fig. 6 is a schematic diagram of a corrugated steel stability evaluation factor calculation process according to some embodiments of the present application.
Detailed Description
The application will be described in detail below with reference to the drawings in connection with embodiments. The examples are provided by way of explanation of the application and not limitation of the application. Indeed, it will be apparent to those skilled in the art that modifications and variations can be made in the present application without departing from the scope or spirit of the application. For example, features illustrated or described as part of one embodiment can be used on another embodiment to yield still a further embodiment. Accordingly, it is intended that the present application encompass such modifications and variations as fall within the scope of the appended claims and their equivalents.
Fig. 1 is a schematic flow chart of a method for evaluating stability of a fabricated corrugated steel structure of a highway according to some embodiments of the present application, as shown in fig. 1, where the method for evaluating stability of a fabricated corrugated steel structure of a highway includes:
Step S10, monitoring data of the corrugated steel structure in a plurality of different preset periods are obtained; wherein, the preset period at least comprises: one of a first period, a second period, and a third period, the first period representing a period of time before the corrugated steel structure is filled with earth, the second period representing a period of time after the corrugated steel structure is filled with earth, and the third period representing an operational period of the corrugated steel structure.
In the embodiment of the application, the corrugated steel is arched corrugated steel, and the section form of the corrugated steel can be a circular arch or a square arch, and the application is not limited to the arched corrugated steel.
Fig. 2 is a perspective view of a corrugated steel structure according to some embodiments of the present application, and as shown in fig. 2, the highway fabricated corrugated steel structure includes one or more standard sections 7 of corrugated steel, each standard section 7 includes a top plate 1, left and right side plates 2, and a bottom plate 3, where the left and right side plates 2 are spliced with the top plate 1 and the bottom plate 3 at a flange connection 4.
During construction, after the foundation pit is excavated, the bottom plate 3, the left side plate 2, the right side plate 2 and the top plate 1 are sequentially hoisted in the foundation pit through a crane, and the assembling process of one standard joint 7 is completed. The standard sections 7 are fixedly connected through screw holes at the edge of each plate, the joints between the plates and between the standard sections are sealed, and after the standard sections 7 of the corrugated steel structure are assembled in sequence, the corrugated steel structure is monitored.
In the embodiment of the application, the construction period and the operation period of the coverage project of the different preset periods at least comprise a period of time before filling the corrugated steel structure (a first period), a period of time after filling the corrugated steel structure (a second period) and an operation period of time of the corrugated steel structure (a third period).
In some alternative embodiments, the plurality of different preset time periods may further include: when the corrugated steel structure is spliced, concrete is poured on the bottom plate, the filling height is 1/4 of the corrugated steel section height, the filling height is 1/3 of the corrugated steel section height, the filling height is 3/4 of the corrugated steel section height, the filling height is 4/4 of the corrugated steel section height, the top of the corrugated steel is filled with 1 meter of the corrugated steel, the top of the corrugated steel is filled with 2 meters of the corrugated steel, the top of the corrugated steel is filled with 4 meters of the corrugated steel, and the top of the corrugated steel is filled with 8 meters of the corrugated steel.
In the existing corrugated steel structure analysis, the corrugated steel structure is monitored only in the construction period of projects, corresponding monitoring data are obtained by monitoring the corrugated steel structure construction sites in a plurality of time periods in the construction period, and the monitoring data are analyzed, so that the construction and support design is guided according to the monitoring data, and the construction efficiency and the safety of the construction sites are improved.
In some alternative embodiments, acquiring monitoring data of the corrugated steel structure over a plurality of different preset periods includes the steps of: determining a plurality of different monitoring sections of the corrugated steel structure; and setting a plurality of different monitoring points at each monitoring section to acquire monitoring data of the corrugated steel structure in a plurality of different preset periods.
In the embodiment of the application, a plurality of different monitoring sections of the corrugated steel structure are distributed along the axial direction of the corrugated steel structure, and specifically, the distribution position is determined along the axial direction of the corrugated steel according to the length of the corrugated steel structure; taking the section of the layout position as a monitoring section; wherein, lay the position and include at least: one or more of 1/4 of the length of the corrugated steel, 1/2 of the length of the corrugated steel, and 3/4 of the length of the corrugated steel. In some specific examples, the arrangement positions of the monitoring sections can also be two ends of the corrugated steel structure along the axial direction.
After a plurality of monitoring sections are determined along the axial direction of the corrugated steel structure, monitoring points on each monitoring section need to be determined. Specifically, each monitoring section has a plurality of different monitoring points, and the plurality of different monitoring points are arranged on a preset part of each monitoring section. The specific position of the preset part is determined as follows: obtaining the overall stress distribution of the corrugated steel structure based on a numerical analysis method according to the pre-acquired data; and determining the specific position of the preset part according to the overall stress distribution of the corrugated steel structure obtained through analysis. The numerical analysis method can be provided by finite element software; the pre-acquired data can be obtained by modeling and analyzing the corrugated steel structure, and can also be obtained by processing the historical monitoring data of the corrugated steel structure.
Fig. 3 is a schematic distribution diagram of monitoring points in a monitoring section according to some embodiments of the present application, where, as shown in fig. 3, the preset portion at least includes: one or more of a monitoring cross-section dome 55, a monitoring cross-section left shoulder 54, a monitoring cross-section right shoulder 54', a monitoring cross-section left waisted 52, a monitoring cross-section right waisted 52', a monitoring cross-section left arching point 51, and a monitoring cross-section right arching point 51 '. The monitoring points are arranged at the preset positions, the circumferential stress data and deformation data of the corrugated steel structure are obtained according to monitoring, the circumferential stress and deformation changes of the corrugated steel structure are analyzed, the monitoring on the overall stress uniformity of the corrugated steel structure is enhanced, and data support is provided for corrugated steel structure stability evaluation.
In some alternative embodiments, the preset portion may further include: the left flange joint 53 of the top plate of the monitoring section and the right flange joint 53' of the monitoring section. The flange connection is a key point of stress and deformation, the stress and deformation of the flange connection are monitored through the monitoring points, the stress and deformation conditions of the flange connection at different periods can be mastered in time, and the construction site is guided to adopt corresponding construction technology and supporting scheme according to the stress and deformation conditions.
In order to acquire monitoring data of the corrugated steel structure in a plurality of different preset periods, a data acquisition device is arranged on the determined monitoring points.
In the application, the monitoring data comprise stress data, deformation data and corrosion prevention data of the corrugated steel structure, different monitoring data and different corresponding data acquisition devices, and particularly, the stress data of the corrugated steel structure are monitored through strain gauges, soil pressure boxes and load sensors; the deformation data of the corrugated steel structure are obtained through a total station; the anti-corrosion data are obtained through a magnetic coating thickness gauge.
In the embodiment of the application, the stress data of the corrugated steel structure comprise stress, soil pressure and dynamic load. Fig. 4 is a schematic diagram of monitoring cross-section peaks and troughs in some embodiments of the present application, as shown in fig. 4, the corrugated steel structure is in a sinusoidal curve along an axial direction, in order to improve the comprehensiveness and accuracy of the force data acquisition of the corrugated steel structure, two sub-sections of a peak B and a trough a are respectively taken at each monitoring cross-section, and data acquisition devices are respectively installed on monitoring points of the sub-sections. Specifically, strain gauges are arranged at the positions of monitoring points on the two sub-sections so as to monitor strain data of the corrugated steel structure in different preset periods, and further obtain a change rule of stress of the corrugated steel structure along with time; meanwhile, soil pressure boxes are arranged at the positions of monitoring points on the two sub-sections so as to monitor the soil pressure of the corrugated steel structure in different periods. The strain data and the soil pressure data of the corrugated steel structure in different preset periods at least comprise: the method comprises the steps of taking strain data and soil pressure data of a corrugated steel structure before filling, and strain data and soil pressure data of the corrugated steel structure after filling, and taking the strain data and the soil pressure data of the corrugated steel structure before filling as initial values of corresponding data, so as to calculate structural deformation according to the initial values and monitoring data in different subsequent periods.
Dynamic load is load which changes along with time, after the project enters an operation period (a third period), load sensors are distributed at monitoring points at a vault 55 in a peak B sub-section at a plurality of times of the operation period, and vibration test is carried out, wherein the plurality of times of the operation period can be as follows: 2 months of operation, 4 months of operation, 6 months of operation, 1 year of operation or other time points. By monitoring the dynamic load of the vehicle and the like acting on the upper part of the corrugated steel structure in the operation period, the influence of the dynamic load on the stability of the corrugated steel structure is analyzed, so that the analysis of the stress characteristics of the corrugated steel structure is more comprehensive.
In the embodiment of the application, deformation data of the corrugated steel structure is obtained by arranging a total station at a monitoring point of the sub-section of the wave crest B. Fig. 5 is a schematic view of monitoring points of deformation data of a corrugated steel structure according to some embodiments of the present application, as shown in fig. 5, by laying total stations on inner sides of a dome 55, a left dome 54, a right dome 54', a left waist 52, a right waist 52', a left arch point 51 and a right arch point 51', obtaining position data of each monitoring point in different preset periods, and further calculating to obtain a length change of a measuring line between the monitoring points, as shown in fig. 5, the measuring line between the monitoring points at least includes: ab. One or more of the eight line segments ac, ad, ab ', ac ', ad ', bb ', cc '. The position data of each monitoring point in different preset time periods at least comprises: the positions of the pre-fill (first period) domes 55, left shoulder 54, right shoulder 54', left waisted 52, right waisted 52', left arching point 51, and right arching point 51', and the positions of the post-fill (second period) domes 55, left shoulder 54, right shoulder 54', left waisted 52, right waisted 52', left arching point 51, and right arching point 51'.
In the embodiment of the application, the anti-corrosion data of the corrugated steel structure is obtained through a magnetic coating thickness gauge. Specifically, by arranging magnetic coating thickness gauges at the left arching point 51 and the right arching point 51' of the sub-section of the wave crest B, galvanized layer thickness data in different preset periods are respectively obtained. Wherein, the galvanized layer thickness data of different preset periods at least includes: the galvanized layer thickness of the corrugated steel structure before filling (also called initial galvanized layer thickness) and the galvanized layer thickness of the corrugated steel structure in the operation period, wherein the galvanized layer thickness in the operation period can be measured based on a plurality of times in the operation period, such as: 2 months of operation, 4 months of operation, 6 months of operation, 1 year of operation, or other time points.
Through confirming a plurality of different monitoring sections of ripple steel construction to set up a plurality of different monitoring points in every monitoring section department, collect ripple steel construction axial and hoop's monitoring data, and combine together atress test, deformation measurement and anticorrosion test, obtain ripple steel in different positions, on the ascending atress of different directions, deformation and corrosion behavior, data cover is comprehensive, monitoring means convenient and fast, has improved rationality and the comprehensiveness of ripple steel construction stability evaluation.
And step S20, determining a stability evaluation factor of the corrugated steel structure according to the monitoring data so as to evaluate the stability of the corrugated steel structure.
Fig. 6 is a schematic diagram of a calculation flow of a stability evaluation factor of a corrugated steel structure according to some embodiments of the present application, where, as shown in fig. 6, the stability evaluation factor of the corrugated steel structure includes a first evaluation factor, a second evaluation factor and a third evaluation factor, where the first evaluation factor is a structural dynamic load coefficient of the corrugated steel structure, the second evaluation factor is a deformation coordination coefficient of the corrugated steel structure, and the third evaluation factor is a galvanized layer thickness loss rate of the corrugated steel structure. Correspondingly, according to the monitoring data, determining a stability evaluation factor of the corrugated steel structure, specifically: and respectively determining the structure dynamic load coefficient of the corrugated steel structure, the deformation coordination coefficient of the corrugated steel structure and the galvanized layer thickness loss rate of the corrugated steel structure according to the monitoring data.
In some alternative embodiments, determining the structural dynamic load coefficient of the corrugated steel structure based on the monitoring data includes: and determining the maximum dynamic load and the integral bearing limit value of the corrugated steel structure in the third period according to the monitoring data to obtain the structural dynamic load coefficient (first evaluation factor) of the corrugated steel structure.
Further, according to dynamic loads acquired at a plurality of time points in an operation period, taking the maximum value of the dynamic loads to obtain the maximum dynamic load; obtaining an integral bearing limit value through a scale-up experiment; according to the maximum dynamic load and the integral bearing limit value, the following formula is adopted:
Calculating to obtain a structural dynamic load coefficient (first evaluation factor) of the corrugated steel structure;
wherein η 1 is a structural dynamic load coefficient (first evaluation factor) of the corrugated steel structure; f Dynamic movement MAX is the maximum dynamic load; f Limit of is the overall load limit.
The method fully considers the characteristic that the upper load of the corrugated steel structure changes along with time, and reflects the dynamic stress characteristic of the corrugated steel structure in the operation period by the structure dynamic load coefficient in the stability evaluation factor of the corrugated steel structure, so that the stress analysis of the corrugated steel structure is more accurate and comprehensive.
In some alternative embodiments, the length of the sedimentation section at the dome of the corrugated steel structure, the length of the left outer arch section of the corrugated steel structure, and the length of the right outer arch section of the corrugated steel structure are determined from the monitoring data to obtain a deformation co-ordination coefficient (second evaluation factor) of the corrugated steel structure.
Further, after the soil filling is finished, the corrugated steel structure is deformed by the soil pressure, the vault is settled, and the stress of the settlement section is negative; the side plate of the corrugated steel structure is arched outwards, and the stress of the arched section is positive. The length of the settling section at the dome is obtained by calculating the difference between the initial value of the position at the dome 55 and the monitored value, and the length of the left outer arch section of the corrugated steel structure and the length of the right outer arch section of the corrugated steel structure are obtained by calculating the difference between the initial value of the position at the left waisted arch 52, the right waisted arch 52', and the monitored value at the end of the filling, respectively.
According to the length of a sedimentation section at the vault of the corrugated steel structure, the length of the left outer arch section of the corrugated steel structure and the length of the right outer arch section on the right side of the corrugated steel structure, the following formula is adopted:
Calculating to obtain a deformation coordination coefficient (second evaluation factor) of the corrugated steel structure;
Wherein η 2 is a deformation co-ordination coefficient (second evaluation factor) of the corrugated steel structure; l 3 is the length of a sedimentation section at the vault of the corrugated steel structure; l 1 is the length of the left outer arch section of the corrugated steel structure; l 2 is the length of the right outer arch section on the right side of the corrugated steel structure.
The deformation coordination coefficient in the stability evaluation factor of the corrugated steel structure is calculated through the length of the sedimentation section at the vault of the corrugated steel structure and the lengths of the left and right outer arch sections, so that the deformation range of the corrugated steel structure is reflected, and the analysis on the deformation of the corrugated steel structure is more comprehensive and reasonable.
In some alternative embodiments, determining a galvanized layer thickness loss rate of the corrugated steel structure based on the monitoring data comprises: determining a zinc coating thickness loss rate (third evaluation factor) of the corrugated steel structure according to the first zinc coating thickness and the second zinc coating thickness in the monitoring data; the first galvanized layer thickness is the galvanized layer thickness of the corrugated steel structure in the first period (namely the galvanized layer thickness before filling, also called initial galvanized layer thickness), and the second galvanized layer thickness is the galvanized layer thickness of the corrugated steel structure in the third period (namely the galvanized layer thickness in operation).
According to the first galvanized layer thickness and the second galvanized layer thickness in the monitoring data, the following formula is adopted:
calculating to obtain the galvanized layer thickness loss rate (third evaluation factor) of the corrugated steel structure;
Wherein η 3 is a galvanized layer thickness loss rate (third evaluation factor) of the corrugated steel structure; d Initially, the method comprises is the first galvanization thickness in the monitored data; d Powder (D) is the second zinc coating thickness.
The galvanized layer thickness loss rate (third evaluation factor) is used for comparing the galvanized layer thickness with the initial galvanized layer thickness at a certain moment, particularly in the operation period, so that the galvanized layer thickness loss rate reflects the corrosion degree of the corrugated steel, the stability of the corrugated steel structure is indirectly reflected, and technical guidance is provided for the maintenance of the corrugated steel structure in the operation period.
In some alternative embodiments, the stability assessment factor of the corrugated steel structure further comprises: stress transmission coefficient, load transmission coefficient, first convergence deformation coefficient, second convergence deformation coefficient.
In the embodiment of the application, the stress transfer coefficient is calculated through the average stress of the corrugated steel structure. The method comprises the following specific steps:
first, the average stress of the corrugated steel structure is determined based on the monitoring data. The stress data of the monitoring data comprise strain data of the corrugated steel structure at different preset periods of each monitoring point, and the average stress of the corrugated steel structure is calculated by the following steps: based on stress-strain relation, calculating the stress of the corrugated steel structure in different preset periods according to the strain data of the corrugated steel structure in different preset periods, determining the maximum value of the stress of each monitoring point of the corrugated steel structure according to the stress of the corrugated steel structure in different preset periods, and finally, carrying out average calculation on the maximum value of the stress of each monitoring point to obtain the average stress of the corrugated steel structure.
In a specific example, after the filling is completed, according to the strain data obtained at 7 monitoring points of the vault 55, the left arch shoulder 54, the right arch shoulder 54', the left arch waist 52, the right arch waist 52', the left arch raising point 51 and the right arch raising point 51' of the sub-section of the crest B, based on the stress-strain relation, the stress of the corrugated steel structure after the filling is completed at 7 monitoring points is calculated and obtained according to the strain data after the filling is completed at 7 monitoring points, and compared with the stress of corresponding monitoring points in other periods, the maximum value of the stress of each monitoring point is obtained, and is respectively represented by sigma 1、σ2、σ3、σ4、σ5、σ6、σ7, and then according to a formula:
The average stress of the corrugated steel structure is calculated, wherein sigma 0 represents the average stress of the corrugated steel structure.
Finally, according to the average stress of the corrugated steel structure, the following formula is adopted:
Calculating to obtain a stress transfer coefficient;
Wherein η 4 is a stress transfer coefficient; σ 0 is the average stress of the corrugated steel structure; σ s is the yield strength of the corrugated steel structure.
According to the embodiment of the application, the load transfer coefficient is calculated according to the filling load of the average soil pressure box. The method comprises the following specific steps:
First, according to the monitoring data, the average soil pressure and the filling load of the corrugated steel structure are determined. The stress data of the monitoring data comprise soil pressure data of the corrugated steel structure at different preset periods of each monitoring point, the maximum soil pressure value of each monitoring point of the corrugated steel structure is determined according to the soil pressure data of the corrugated steel structure at different preset periods of each monitoring point, and then average calculation is carried out on the maximum soil pressure value of the monitoring point, so that average soil pressure is obtained.
In a specific example, after the filling is completed, according to the soil pressure data obtained at 7 monitoring points of the dome 55, the left shoulder 54, the right shoulder 54', the left arch center 52, the right arch center 52', the left arch center 51 and the right arch center 51' of the sub-section of the peak B, the soil pressure data is compared with the soil pressures of corresponding monitoring points in other periods to obtain the maximum value of the soil pressure of each monitoring point, which is respectively represented by F 1、F2、F3、F4、F5、F6、F7, and then the formula is as follows:
F0＝(F1+F2+F3+F4+F5+F6+F7)
Calculating to obtain the average soil pressure of the corrugated steel structure; wherein F 0 represents the average earth pressure of the corrugated steel structure.
And calculating to obtain the filling load according to the soil pressure data in the monitoring data.
Finally, according to the average soil pressure and the filling load, the following formula is adopted:
calculating to obtain a load transfer coefficient;
Wherein η 5 is a load transmission coefficient; f 0 is the average soil pressure; q is the filling load.
In the embodiment of the application, the first convergence deformation coefficient is calculated according to the convergence displacement value at the maximum position of the left and right arch spans of the corrugated steel structure and the maximum value of the left and right arch spans. The method comprises the following specific steps:
First, a convergence displacement value and a left-right arch span maximum value at a left-right arch span maximum of a corrugated steel structure are determined based on monitoring data. Specifically, the convergence displacement value of the maximum left and right arch spans of the corrugated steel structure is the convergence displacement value of the corrugated steel structure in a stable state, wherein the stable state of the corrugated steel structure refers to the stable state of the corrugated steel structure when the monitoring section continuously deforms due to stress after filling is completed, and the structural deformation needs a time process when the deformation of the monitoring section basically keeps unchanged. As shown in fig. 5, the maximum left and right arch span of the corrugated steel structure refers to a line cc ' in fig. 5, and the length of the line cc ' can be calculated by monitoring the positions of the left arch 52 and the right arch 52' in the data. Taking the length of the front soil filling line cc 'as the initial length of the position with the maximum left and right arch spans, and obtaining the difference between the length of the front soil filling line cc' and the initial length when the soil filling reaches a stable state after the soil filling is completed, namely, obtaining the convergence displacement value of the position with the maximum left and right arch spans.
Then, according to the convergence displacement value at the maximum position of the left and right arch spans and the maximum value of the left and right arch spans, the following formula is adopted:
calculating to obtain a first convergence deformation coefficient;
Wherein η 6 is a first convergent deformation coefficient; d 1 is the convergence displacement value where the left and right arch span is maximum; d is one half of the maximum value of the left and right arch spans.
In the embodiment of the application, the second convergence deformation coefficient is calculated according to the sinking displacement value at the vault of the corrugated steel structure and the relative height of the vault. The method comprises the following specific steps:
Determining a sinking displacement value and a relative height of the vault at the vault of the corrugated steel structure according to the monitoring data; specifically, the monitoring data includes the positions of the vaults 55 obtained by monitoring through the total station in different preset periods, the positions of the vaults 55 before filling are taken as initial positions of the vaults, and the difference between the positions of the vaults and the initial positions after filling is completed is the sinking displacement value of the vaults of the corrugated steel structure. The relative height of the arch crown is obtained by carrying out difference calculation on an initial height value of the arch crown obtained by monitoring before filling and a height value of the arch crown after filling.
Then, according to the sinking displacement value at the vault and the relative height of the vault, the following formula is adopted:
calculating to obtain a second convergence deformation coefficient;
Wherein η 7 is a second convergent deformation coefficient; h 1 is the dip displacement value at the dome; h is the dome relative height.
In the embodiment of the application, after determining the stability evaluation factor of the corrugated steel structure according to the monitoring data, the method further comprises the following steps: and determining a stability evaluation index of the corrugated steel structure based on a preset stability evaluation model according to the evaluation factors so as to evaluate the stability of the corrugated steel structure.
In the embodiment of the application, the stability evaluation index of the corrugated steel structure is determined based on a preset stability evaluation model, and the expression of the preset stability evaluation model is as follows:
Wherein eta is the structural stability evaluation index of the corrugated steel; η j represents a j-th corrugated steel structure stability evaluation factor; β j denotes the j-th assigned weight coefficient, and Σβj=1; j is a positive integer, j.epsilon.1, 7.
In the embodiment of the application, after the stability evaluation index of the corrugated steel structure is determined, the stability evaluation is carried out on the corrugated steel structure, specifically: and responding to the corrugated steel structure stability evaluation index being smaller than a preset evaluation standard value, and reinforcing and supporting the corrugated steel.
Further, the preset evaluation standard value is expressed as eta 0, the critical standard for reflecting the evaluation of the structural stability of the corrugated steel, and eta 0 is an engineering experience value. When eta is smaller than eta 0, namely the stability evaluation index of the corrugated steel structure calculated by a preset stability evaluation model is smaller than a preset evaluation standard value, immediately reinforcing and supporting the corrugated steel structure or adopting other reinforcing measures to prevent safety accidents on site; when eta is larger than or equal to eta 0, namely the stability evaluation index of the corrugated steel structure calculated through a preset stability evaluation model is larger than or equal to a preset evaluation standard value, the original supporting scheme is maintained unchanged, at the moment, the stability of the corrugated steel structure is higher, additional supporting is not needed, invalid workload is avoided due to excessive supporting, and rock burst or rock burst accidents caused by excessive supporting can be avoided.
In summary, in the technical scheme of the application, the monitoring data of the corrugated steel structure in a plurality of different preset periods are obtained; and determining a corrugated steel structure stability evaluation factor according to the monitoring data so as to evaluate the stability of the highway fabricated corrugated steel structure. The method not only can effectively test the stability change of the corrugated steel structure in different periods on site and analyze the stability degree of the corrugated steel structure by acquiring the monitoring data of the corrugated steel structure in a plurality of different preset periods, so that the monitoring of the corrugated steel structure is more comprehensive on a time scale, but also can calculate the stability evaluation index of the corrugated steel structure through a plurality of stability evaluation factors of the corrugated steel structure on the basis, and can comprehensively evaluate the stability of the corrugated steel structure in a multi-factor and quantitative manner.
According to the application, a plurality of different monitoring sections of the corrugated steel structure are determined, a plurality of different monitoring points are arranged at each monitoring section, monitoring data of the corrugated steel structure in the axial direction and the circumferential direction are collected, stress tests and deformation measurements are combined, so that stress and deformation conditions of the corrugated steel in different positions and in different directions are obtained, the data coverage is comprehensive, the monitoring means are convenient and quick, and the rationality and the comprehensiveness of the stability evaluation of the corrugated steel structure are improved.
Compared with the traditional evaluation method, the evaluation method for the stability of the corrugated steel structure provided by the application can evaluate the control effect of the corrugated steel structure on site without developing an indoor test, and guide the support design and construction based on the control effect, thereby improving the construction efficiency.
The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (4)
1. The method for evaluating the stability of the highway fabricated corrugated steel structure is characterized by comprising the following steps of:
acquiring monitoring data of the corrugated steel structure in a plurality of different preset periods; wherein, the preset period at least comprises: one or more of a first period, a second period, and a third period, the first period representing a period of time before the corrugated steel structure is filled with earth, the second period representing a period of time after the corrugated steel structure is filled with earth, the third period representing an operational period of the corrugated steel structure;
Determining a stability evaluation factor of the corrugated steel structure according to the monitoring data so as to evaluate the stability of the corrugated steel structure;
and determining a stability evaluation factor of the corrugated steel structure according to the monitoring data so as to evaluate the stability of the corrugated steel and the structure, wherein the method comprises the following steps:
determining an evaluation factor of the corrugated steel structure according to the monitoring data;
Determining a stability evaluation index of the corrugated steel structure based on a preset stability evaluation model according to the evaluation factor so as to evaluate the stability of the corrugated steel structure;
and determining an evaluation factor of the corrugated steel structure according to the monitoring data, wherein the evaluation factor is specifically as follows:
According to the monitoring data, a first evaluation factor, a second evaluation factor and a third evaluation factor of the corrugated steel structure are respectively determined, wherein the first evaluation factor is a structure dynamic load coefficient of the corrugated steel structure, the second evaluation factor is a deformation coordination coefficient of the corrugated steel structure, and the third evaluation factor is a galvanized layer thickness loss rate of the corrugated steel structure;
According to the monitoring data, determining a first evaluation factor, a second evaluation factor and a third evaluation factor of the corrugated steel structure respectively, wherein the first evaluation factor, the second evaluation factor and the third evaluation factor comprise:
Determining the maximum dynamic load and the overall load limit value of the corrugated steel structure in the third period according to the monitoring data so as to obtain the first evaluation factor of the corrugated steel structure; the maximum dynamic load is a maximum value of dynamic loads acquired at a plurality of time points of the third period;
Determining the length of a sedimentation section at the vault of the corrugated steel structure, the length of a left outer arch section of the corrugated steel structure and the length of a right outer arch section of the corrugated steel structure according to the monitoring data to obtain the second evaluation factor of the corrugated steel structure;
Determining a third evaluation factor of the corrugated steel structure according to the first galvanized layer thickness and the second galvanized layer thickness in the monitoring data; the first galvanized layer thickness is the galvanized layer thickness of the corrugated steel structure in the first period, and the second galvanized layer thickness is the galvanized layer thickness of the corrugated steel structure in the third period;
According to the maximum dynamic load and the integral bearing limit value, the following formula is adopted:
calculating to obtain the first evaluation factor of the corrugated steel structure;
wherein η 1 is the first evaluation factor of the corrugated steel structure; f Dynamic movement MAX is the maximum dynamic load; f Limit of is the global load limit;
According to the length of the sedimentation section at the vault of the corrugated steel structure, the length of the left outer arch section of the corrugated steel structure and the length of the right outer arch section on the right side of the corrugated steel structure, the following formula is adopted:
calculating to obtain the second evaluation factor of the corrugated steel structure;
Wherein η 2 is the second evaluation factor of the corrugated steel structure; l 3 is the length of a sedimentation section at the vault of the corrugated steel structure; l 1 is the length of the left outer arch section of the corrugated steel structure; l 2 is the length of the right outer arch section on the right side of the corrugated steel structure;
according to the first zinc coating thickness and the second zinc coating thickness in the monitoring data, the following formula is adopted:
calculating to obtain a third evaluation factor of the corrugated steel structure;
Wherein η 3 is a third evaluation factor of the corrugated steel structure; d Initially, the method comprises is the first galvanization layer thickness in the monitoring data; d Powder (D) is the second zinc-plated layer thickness;
The stability evaluation factor of the corrugated steel structure further includes: the stress transmission coefficient, the load transmission coefficient, the first convergence deformation coefficient and the second convergence deformation coefficient;
According to the average stress of the corrugated steel structure, the following formula is adopted:
Calculating to obtain a stress transfer coefficient;
Wherein η 4 is a stress transfer coefficient; σ 0 is the average stress of the corrugated steel structure; σ s is the yield strength of the corrugated steel structure;
according to the average soil pressure and the filling load, the following formula is adopted:
calculating to obtain a load transfer coefficient;
Wherein η 5 is a load transmission coefficient; f 0 is the average soil pressure; q is the filling load;
According to the convergence displacement value at the maximum position of the left and right arch spans and the maximum value of the left and right arch spans, the following formula is adopted:
calculating to obtain a first convergence deformation coefficient;
Wherein η 6 is a first convergent deformation coefficient; d 1 is the convergence displacement value where the left and right arch span is maximum; d is one half of the maximum value of the left and right arch spans;
According to the sinking displacement value at the vault and the relative height of the vault, the following formula is adopted:
calculating to obtain a second convergence deformation coefficient;
wherein η 7 is a second convergent deformation coefficient; h 1 is the dip displacement value at the dome; h is the relative height of the vault;
determining a stability evaluation index of the corrugated steel structure based on a preset stability evaluation model, wherein the expression of the preset stability evaluation model is as follows:
Wherein eta is the structural stability evaluation index of the corrugated steel; η j represents a j-th corrugated steel structure stability evaluation factor; β j denotes the j-th assigned weight coefficient, and Σβj=1; j is a positive integer, j.epsilon.1, 7.
2. The method for evaluating the stability of a fabricated corrugated steel structure of a highway according to claim 1, wherein the acquiring the monitoring data of the corrugated steel structure at a plurality of different preset periods comprises:
Determining a plurality of different monitoring sections of the corrugated steel structure;
And setting a plurality of different monitoring points at each monitoring section to acquire the monitoring data of the corrugated steel structure in a plurality of different preset periods.
3. The method for evaluating the stability of a fabricated corrugated steel structure for a highway according to claim 2, wherein said determining a plurality of different monitoring sections of said corrugated steel structure comprises:
Determining a layout position along the axial direction of the corrugated steel according to the length of the corrugated steel structure; taking the section of the layout position as the monitoring section;
wherein, the layout position at least includes: one or more of 1/4 of the length of the corrugated steel, 1/2 of the length of the corrugated steel, and 3/4 of the length of the corrugated steel.
4. The method for evaluating the stability of the fabricated corrugated steel structure of the highway according to claim 2, wherein the step of setting a plurality of different monitoring points at each of the monitoring sections to obtain the monitoring data of the corrugated steel structure at a plurality of different preset periods comprises:
Setting a plurality of different monitoring points at preset positions of the monitoring section to acquire the monitoring data of the corrugated steel structure in a plurality of different periods;
The preset part at least comprises: the arch crown of the monitoring section, the left arch shoulder of the monitoring section, the right arch shoulder of the monitoring section, the left arch waist of the monitoring section, the right arch waist of the monitoring section, the left arch point of the monitoring section and the right arch point of the monitoring section are one or more.
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