CN117390739A - Stability evaluation method and device for underground wall joint - Google Patents
Stability evaluation method and device for underground wall joint Download PDFInfo
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Abstract
The invention provides a stability evaluation method and a device of a joint of a diaphragm wall, and relates to the field of diaphragm walls, wherein the method comprises the following steps: the method comprises the steps of obtaining initial strain information of an evaluation body, wherein the evaluation body is formed by connecting a diaphragm wall reduced scale joint with a pair of adjacent diaphragm wall units; carrying out multistage loading on the outer peripheral surface of the evaluation body in preset time to obtain initial strain information change values under different preset loads; preprocessing the initial strain information and the initial strain information change value to obtain preprocessed strain information; converting the pretreated strain information to obtain a strain diagram under a multi-stage preset load; inputting the strain diagram under the multilevel preset load to a trained strain model to obtain an evaluation characteristic value output by the strain model; and (5) evaluating the stability of the underground wall joint according to the evaluation characteristic value. The method fully reflects the influence of the specific set position of the joint on the stability of the joint on the basis of guaranteeing the stability evaluation of the joint.
Description
Technical Field
The invention relates to the field of diaphragm walls, in particular to a method and a device for evaluating stability of a diaphragm wall joint.
Background
The diaphragm wall is an important structure for supporting a foundation pit, has high rigidity and good integrity, can be suitable for more complex geological conditions, can also be used as a bearing structure, and can be used for shortening the construction period by being matched with a reverse construction method; the annular diaphragm wall is a foundation pit supporting structure which is formed by casting the groove sections and is similar to a circular cylinder, and the seam existing between the groove sections can influence the arch effect, so that the stress property of the annular diaphragm wall is influenced. When the joints between the groove sections are connected by adopting rigid joints, the stability evaluation of the existing rigid joints is only to reduce the exertion of the arch effect based on an empirical value, and the specific setting position of the joints is not considered. Therefore, there is a need for a method for evaluating the stability of a wall joint, which further reflects the influence of a specific setting position of the joint on the stability of the joint sufficiently on the basis of ensuring the stability evaluation of the wall joint.
Disclosure of Invention
The invention aims to provide a stability evaluation method and device for a diaphragm wall joint, so as to solve the problems. In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
in a first aspect, the present application provides a method for evaluating stability of a wall joint, the method comprising:
the method comprises the steps of obtaining initial strain information of an evaluation body, wherein the evaluation body is formed by connecting a diaphragm wall reduced scale joint with a pair of adjacent diaphragm wall units, the contact position of the diaphragm wall reduced scale joint and a single diaphragm wall evaluation unit is a detection surface, and the initial strain information is strain information acquired by a plurality of strain sensors on the detection surface;
carrying out multistage loading on the outer peripheral surface of the evaluation body within preset time to obtain initial strain information change values under different preset loads;
preprocessing the initial strain information and the initial strain information change value to obtain preprocessed strain information;
transforming the preprocessed strain information to obtain a strain map under a multi-stage preset load;
inputting a strain graph under a multi-level preset load into a trained strain model to obtain an evaluation characteristic value output by the strain model, wherein the strain model is a mapping relation neural network established by extracting all strain graph characteristics of an evaluation body;
and carrying out stability evaluation on the underground wall joint according to the evaluation characteristic value.
In a second aspect, the present application further provides a stability evaluation device for a wall joint, the device including:
the acquisition module is used for acquiring initial strain information of an evaluation body, wherein the evaluation body is formed by connecting a diaphragm wall reduced scale joint with a pair of adjacent diaphragm wall units, the contact position of the diaphragm wall reduced scale joint and a single diaphragm wall evaluation unit is a detection surface, and the initial strain information is strain information acquired by a plurality of strain sensors on the detection surface;
the multistage loading module is used for carrying out multistage loading on the outer peripheral surface of the evaluation body in preset time to obtain initial strain information change values under different preset loads;
the preprocessing module is used for preprocessing the initial strain information and the initial strain information change value to obtain preprocessed strain information;
the first processing module is used for converting the preprocessed strain information to obtain a strain map under a multi-stage preset load;
the second processing module is used for inputting the strain graph under the multilevel preset load to a trained strain model to obtain an evaluation characteristic value output by the strain model, wherein the strain model is a mapping relation neural network established by extracting all the strain graph characteristics of an evaluation body;
and the third processing module is used for evaluating the stability of the diaphragm wall joint according to the evaluation characteristic value.
The beneficial effects of the invention are as follows:
according to the invention, firstly, a scale model is established, then, a detection surface is arranged at the contact position of the diaphragm wall scale joint and the single diaphragm wall evaluation unit, the introduction of the detection surface can reflect the influence of the specific set position of the joint on the stability of the joint, and then, the evaluation characteristic value is obtained through multistage loading and neural network data processing, the stability of the diaphragm wall joint can be objectively evaluated, and according to the objective evaluation result, engineering personnel can strengthen the diaphragm wall joint, so that the construction safety is ensured.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be apparent from the description, or may be learned by practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims thereof as well as the appended drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a method for evaluating the stability of a wall joint according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a stability evaluation device for a wall joint according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of a multi-stage loading module according to an embodiment of the present invention;
FIG. 4 is a graph showing strain at three predetermined loads according to an embodiment of the present invention;
FIG. 5 is a schematic structural diagram of a stability evaluation apparatus for a wall joint according to an embodiment of the present invention;
the marks in the figure:
800. stability evaluation equipment of the ground connection wall joint; 801. a processor; 802. a memory; 803. a multimedia component; 804. an I/O interface; 805. a communication component; 901. an acquisition module; 902. a multi-stage loading module; 903. a preprocessing module; 904. a first processing module; 905. a second processing module; 906. a third processing module; 9011. a first acquisition unit; 9012. a first processing unit; 9013. a second processing unit; 9014. a third processing unit; 9021. a second acquisition unit; 9022. a first calculation unit; 9023. a second calculation unit; 9024. a third calculation unit; 9025. a fourth calculation unit; 9026. a fifth calculation unit; 9027. a sixth calculation unit; 9028. a seventh calculation unit; 9029. a correction module; 90291. a first computing subunit; 90292. a second computing subunit; 90293. a third calculation subunit; 90294. a fourth calculation subunit; 90295. a fifth calculation subunit; 90296. a sixth calculation subunit; 90297. updating a module; 902971, a third acquisition unit; 902972, a first updating unit; 902973, a second updating unit; 902974, a third updating unit; 9031. a first preprocessing unit; 9032. a second pretreatment unit; 9033. and a third preprocessing unit.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only to distinguish the description, and are not to be construed as indicating or implying relative importance.
Example 1:
the embodiment provides a stability evaluation method of a diaphragm wall joint.
Referring to fig. 1, the method is shown to include steps S1 to S6, specifically:
s1, acquiring initial strain information of an evaluation body, wherein the evaluation body is formed by connecting a diaphragm wall reduced scale joint with a pair of adjacent diaphragm wall units, the contact position of the diaphragm wall reduced scale joint and a single diaphragm wall evaluation unit is a detection surface, and the initial strain information is strain information acquired by a plurality of strain sensors on the detection surface;
the evaluation body is formed by connecting a ground continuous wall reduced scale joint with a pair of adjacent ground continuous wall units, and comprises:
obtaining the wall thickness of an annular diaphragm wall reduced scale model and the radius of the reduced scale model;
in the invention, the wall thickness of the annular ground continuous wall scale model is as follows:
the original wall thickness/reduced scale ratio of the annular diaphragm wall is +0.5m-1 m;
in the invention, the radius of the annular ground continuous wall scale model is as follows:
the original radius/reduced scale ratio of the annular diaphragm wall is +0.5m-1 m;
dividing intervals according to the wall thickness of the annular diaphragm wall reduced scale model and the radius of the reduced scale model to obtain a plurality of diaphragm wall evaluation units;
the main thickness of the diaphragm wall is 0.8m, 1.0m, 1.2m and 1.5m, and the diaphragm wall is a cylindrical shell after being annularly connected.
In the method, in order to clarify the acquisition of the initial strain information, step S1 includes S11 to S14, specifically including:
s11, acquiring a first vertical reference initial coordinate and a second vertical reference initial coordinate, wherein the horizontal distance between the first vertical reference initial coordinate and the second vertical reference initial coordinate is a preset multiple of the ratio of the wall thickness of the annular diaphragm wall to the reduced scale of the wall thickness of the single diaphragm wall evaluation unit;
in the method, when the horizontal distance between the first vertical reference initial coordinate and the second vertical reference initial coordinate is a preset multiple of the ratio of the annular wall thickness of the underground continuous wall to the reduced scale of the wall thickness of the single underground continuous wall evaluation unit, the nonlinear influence of the soil pressure distribution of the joint is avoided, the real strain of a later loading scene can be simulated, and the stability of the underground continuous wall joint is ensured to be evaluated more objectively.
S12, setting strain sensors in sequence from the first vertical reference initial coordinates according to a preset equidistant function to obtain equidistant strain information;
in step S12, the preset equidistant function may use an equal-ratio array, where the common ratio may be a preset multiple of the ratio of the annular wall thickness to the reduced scale of the single wall thickness evaluation unit.
S13, setting strain sensors in sequence from the second vertical reference initial coordinates according to a preset displacement function to obtain displacement strain information;
in step S13, the preset displacement function may be an exponential function, that is, more strain sensors are disposed at the starting position of the starting coordinate of the second vertical reference, and fewer strain sensors are disposed at the second vertical reference along with the change of the height.
And S14, sorting the equidistant strain information and the variable-pitch strain information to obtain initial strain information.
S2, carrying out multistage loading on the outer peripheral surface of the evaluation body within preset time to obtain initial strain information change values under different preset loads;
in the method, in order to define a specific process of multi-stage loading, in step S2, the preset time includes a first loading period, a second loading period, and a third loading period, and the multi-stage loading includes S21-S28, specifically including:
s21, acquiring the soil layer weight of the prefabricated soil layer and the internal friction angle of the prefabricated soil layer;
s22, calculating to obtain a static soil pressure coefficient of the prefabricated soil layer according to the internal friction angle of the prefabricated soil layer and a preset formula;
the preset formula is as follows:
in the above, k 0 The static soil pressure coefficient of the prefabricated soil layer is represented, and phi represents the internal friction angle of the prefabricated soil layer.
S23, calculating to obtain a first-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer and the static soil pressure coefficient of the prefabricated soil layer;
in step S23, the calculation formula of the first-stage soil pressure load is:
in the above, F 1 Representing the first-stage soil pressure load of the prefabricated soil layer, e represents a preset exponential function, k 0 The static soil pressure coefficient of the prefabricated soil layer is represented, and gamma represents the soil layer weight of the prefabricated soil layer.
S24, loading according to the first-stage soil pressure load in a first loading period to obtain an initial information change value corresponding to the first-stage soil pressure load;
s25, calculating a second-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer and the first preset soil layer number;
in step S25, the calculation formula of the second-stage soil pressure load is:
in the above, F 2 Representing the second-stage soil pressure load of the prefabricated soil layer, e represents a preset exponential function, k 0 Representing the static soil pressure coefficient of the prefabricated soil layer, gamma represents the soil layer weight of the prefabricated soil layer, n 1 And the number of the first preset soil layer is represented.
S26, loading according to the second-stage soil pressure load in a second loading period to obtain an initial information change value corresponding to the second-stage soil pressure load;
s27, calculating a third-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer and the second preset soil layer number;
in step S27, the calculation formula of the third-stage soil pressure load is:
in the above, F 3 Representation prefabricationThird-stage soil pressure load of soil layer, e represents preset exponential function, k 0 Representing the static soil pressure coefficient of the prefabricated soil layer, gamma represents the soil layer weight of the prefabricated soil layer, n 2 And the number of the second preset soil layer is represented.
And S28, loading according to the third-stage soil pressure load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure load.
After step S28, in order to consider the influence of the permeability coefficient of the soil on the stability of the earth connecting wall joint, the preset first soil permeability coefficient is smaller than the preset second soil permeability coefficient, and the preset second soil permeability coefficient is smaller than the preset third soil permeability coefficient, and specifically includes steps S291 to S296, specifically including:
s291, calculating to obtain a first-stage soil pressure correction load according to the first-stage soil pressure load of the prefabricated soil layer and a preset first soil permeability coefficient;
in the above, F 1 ' represents the first stage earth pressure correction load, l 1 Represents a preset first soil body permeability coefficient, e represents a preset exponential function, k 0 The static soil pressure coefficient of the prefabricated soil layer is represented, and gamma represents the soil layer weight of the prefabricated soil layer.
S292, loading according to the first-stage soil pressure correction load in a first loading period to obtain an initial information change value corresponding to the first-stage soil pressure correction load;
s293, calculating to obtain a second-stage soil pressure correction load according to the second-stage soil pressure load of the prefabricated soil layer and a preset second soil permeability coefficient;
in the above, F 2 ' represents a second-stage soil pressure correction load, l 2 Representing the preset second soil permeability coefficientE represents a preset exponential function, k 0 Representing the static soil pressure coefficient of the prefabricated soil layer, gamma represents the soil layer weight of the prefabricated soil layer, n 1 And the number of the first preset soil layer is represented.
S294, loading according to the second-stage soil pressure correction load in a second loading period to obtain an initial information change value corresponding to the second-stage soil pressure correction load;
s295, calculating to obtain a third-stage soil pressure correction load according to the third-stage soil pressure load of the prefabricated soil layer and a preset third soil permeability coefficient;
in the above, F 3 ' represents the third stage earth pressure correction load, l 3 Represents a third soil body permeability coefficient, e represents a preset exponential function, k 0 Representing the static soil pressure coefficient of the prefabricated soil layer, gamma represents the soil layer weight of the prefabricated soil layer, n 2 And the number of the second preset soil layer is represented.
And 296, loading according to the third-stage soil pressure correction load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure correction load.
In the multi-stage loading process, the first loading period, the second loading period and the third loading period are sequentially performed, and in actual engineering, the loading periods can be divided according to multiple stages.
After step S296, to simulate the stability effect of precipitation on the earth connection joint, steps S2971 to S2974 are specifically included:
s2971, acquiring the water quantity in the first loading time period, the water quantity in the second loading time period and the water quantity in the third loading time period;
s2972, according to the first-stage soil pressure load of the prefabricated soil layer, a preset first soil permeability coefficient and water quantity in a first loading time period, updating a first-stage soil pressure correction load according to a calculation result;
in step S2972, the calculation formula is:
in the above, F 1 "means the updated first-stage soil pressure correction load, W 1 Representing the water quantity in the first loading time period, wherein W is the preset precipitation value, and l 1 Representing the preset first soil permeability coefficient F 1 Representing the first level of earth pressure loading of the precast earth layer.
S2973, updating a second-stage soil pressure correction load according to a calculated result according to the second-stage soil pressure load of the prefabricated soil layer, a preset second soil permeability coefficient and water quantity in a second loading time period;
in step S2973, the calculation formula is:
in the above, F 2 "represents the updated second-stage soil pressure correction load, W 2 Representing the water quantity in the second loading time period, wherein W is the preset precipitation value, and l 2 Representing the preset second soil permeability coefficient F 2 Representing the second level earth pressure load of the precast soil layer.
And S2974, according to the third-stage soil pressure load of the prefabricated soil layer, the preset third soil body permeability coefficient and the water quantity in the third loading time period, updating the third-stage soil pressure correction load according to the calculation result.
In step S2974, the calculation formula is:
in the above, F 3 "represents the updated third-stage soil pressure correction load, W 3 Representing the water quantity in the third loading time period, wherein W is the preset precipitation value, and l 3 Representing the preset third soil permeability coefficient, F 3 Representing the third level earth pressure loading of the precast soil layer.
S3, preprocessing the initial strain information and the initial strain information change value to obtain preprocessed strain information;
in the method, step S3 includes S31 to S33, specifically:
s31, carrying out standardization processing on the initial strain information to obtain first information;
in the invention, a standard deviation normalization method can be adopted, namely, the maximum value and the minimum value corresponding to the strain information in the initial strain information are found, then each strain information in the initial strain information is mapped, and the mapped strain information is used as the first information.
S32, carrying out standardization processing on the initial strain information change value to obtain second information;
in step S32, a standard deviation normalization method may be used, that is, a maximum value and a minimum value corresponding to strain information in the initial strain information variation values are found, and then each strain information in the initial strain information variation values is mapped, and the mapped strain information is used as the second information.
And S33, calculating according to the first information and the second information to obtain preprocessed strain information.
In step S33, the sub-information correspondence corresponding to the first information and the second information is subjected to a difference processing to obtain the preprocessed strain information.
S4, converting the preprocessed strain information to obtain a strain diagram under a multi-stage preset load;
and (3) taking the strain acquisition coordinate point as an abscissa and the preprocessed strain information which is acquired corresponding to the strain acquisition coordinate point as an ordinate, and making a strain map under different preset loads, wherein the preprocessed strain information is transformed to obtain the strain map under three preset loads as shown in fig. 4.
S5, inputting a strain graph under a multi-level preset load into a trained strain model to obtain an evaluation characteristic value output by the strain model, wherein the strain model is a mapping relation neural network established by extracting all strain graph characteristics of an evaluation body;
and S6, evaluating the stability of the diaphragm wall joint according to the evaluation characteristic value.
When the evaluation characteristic value is lower than a preset evaluation characteristic value, the stability of the current joint is poor, reinforcement is needed, and furthermore, a stability reinforcement area can be determined by comparing a strain diagram under a multistage preset load with a trained strain model; and determining the coordinates of the strain acquisition points according to the stability reinforcing region mapping, and mapping the coordinates of the strain acquisition points to the reinforcing positions of the underground diaphragm joint, wherein in actual engineering, the reinforcing positions can be subjected to strength reinforcement, such as welding of a mass block.
Example 2:
as shown in fig. 2, the present embodiment provides a stability evaluation device for a wall joint, where the device includes:
the acquisition module 901 is configured to acquire initial strain information of an evaluation body, where the evaluation body is formed by connecting a diaphragm wall scale joint to a pair of adjacent diaphragm wall units, a contact position of the diaphragm wall scale joint and a single diaphragm wall evaluation unit is a detection surface, and the initial strain information is strain information acquired by a plurality of strain sensors on the detection surface;
the multistage loading module 902 is configured to perform multistage loading on the outer circumferential surface of the evaluation body in a preset time, and obtain initial strain information change values under different preset loads;
the preprocessing module 903 is configured to preprocess the initial strain information and the initial strain information variation value to obtain preprocessed strain information;
the first processing module 904 is configured to transform the preprocessed strain information to obtain a strain map under a multi-level preset load;
the second processing module 905 is configured to input a strain map under a multi-level preset load to a trained strain model, and obtain an evaluation feature value output by the strain model, where the strain model is a mapping relationship neural network established by extracting all strain map features of an evaluation body;
and the third processing module 906 is used for evaluating the stability of the diaphragm wall joint according to the evaluation characteristic value.
In one embodiment of the present disclosure, the obtaining module 901 includes:
the first obtaining unit 9011 is configured to obtain a first vertical reference starting coordinate and a second vertical reference starting coordinate, where a horizontal distance between the first vertical reference starting coordinate and the second vertical reference starting coordinate is a preset multiple of a reduced scale ratio of a wall thickness of the annular wall-connected ground to a wall thickness of the single wall-connected ground evaluation unit;
the first processing unit 9012 is configured to sequentially set strain sensors from the first vertical reference initial coordinate according to a preset equidistant function, so as to obtain equidistant strain information;
the second processing unit 9013 is configured to sequentially set strain sensors from the second vertical reference initial coordinate according to a preset displacement function, so as to obtain displacement strain information;
and a third processing unit 9014, configured to sort the equidistant strain information and the displacement strain information, to obtain initial strain information.
As shown in fig. 3, in one embodiment of the disclosed method, the multi-stage loading module 902 includes:
a second obtaining unit 9021, configured to obtain a soil layer weight of the prefabricated soil layer and an internal friction angle of the prefabricated soil layer;
the first calculating unit 9022 is configured to calculate, according to the internal friction angle of the prefabricated soil layer and a preset formula, a static soil pressure coefficient of the prefabricated soil layer;
the second calculating unit 9023 is configured to calculate a first-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer and the static soil pressure coefficient of the prefabricated soil layer;
the third computing unit 9024 is configured to load according to the first-stage soil pressure load in a first loading period, so as to obtain an initial information change value corresponding to the first-stage soil pressure load;
a fourth calculating unit 9025, configured to calculate, according to a soil layer weight of the prefabricated soil layer, a static soil pressure coefficient of the prefabricated soil layer, and a first preset soil layer number, a second-stage soil pressure load of the prefabricated soil layer;
a fifth calculating unit 9026, configured to load according to the second-stage soil pressure load in a second loading period, to obtain an initial information change value corresponding to the second-stage soil pressure load;
a sixth calculating unit 9027, configured to calculate a third-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer, and a second preset soil layer number;
and a seventh calculating unit 9028, configured to load according to the third-stage soil pressure load in a third loading period, to obtain an initial information change value corresponding to the third-stage soil pressure load.
In one embodiment of the present disclosure, after the seventh calculating unit 9028, a correction module 9029 is further included, where the correction module 9029 includes:
the first calculating subunit 90291 is configured to calculate a first-stage soil pressure correction load according to the first-stage soil pressure load of the prefabricated soil layer and a preset first soil permeability coefficient;
the second calculating subunit 90292 is configured to load according to the first-stage soil pressure correction load in a first loading period, so as to obtain an initial information change value corresponding to the first-stage soil pressure correction load;
a third calculation subunit 90293, configured to calculate a second-stage soil pressure correction load according to the second-stage soil pressure load of the prefabricated soil layer and a preset second soil permeability coefficient;
a fourth computing subunit 90294, configured to load according to the second-stage soil pressure correction load in a second loading period, so as to obtain an initial information change value corresponding to the second-stage soil pressure correction load;
a fifth calculating subunit 90295, configured to calculate a third-stage soil pressure correction load according to the third-stage soil pressure load of the prefabricated soil layer and a preset third soil permeability coefficient;
and the sixth calculating subunit 90296 is configured to load according to the third-stage soil pressure correction load in a third loading period, so as to obtain an initial information change value corresponding to the third-stage soil pressure correction load.
In one embodiment of the present disclosure, after the sixth computing subunit 90296, an update module 90297 is included, where the update module 90297 includes:
a third obtaining unit 902971 for obtaining the water amount in the first loading period, the water amount in the second loading period, and the water amount in the third loading period;
the first updating unit 902972 is used for updating the first-stage soil pressure correction load according to the first-stage soil pressure load of the prefabricated soil layer, the preset first soil permeability coefficient and the water quantity in the first loading time period and the calculation result;
the second updating unit 902973 is used for updating the second-stage soil pressure correction load according to the calculated result according to the second-stage soil pressure load of the prefabricated soil layer, the preset second soil permeability coefficient and the water quantity in the second loading time period;
and a third updating unit 902974, configured to update the third-stage soil pressure correction load according to the calculated result, according to the third-stage soil pressure load of the prefabricated soil layer, the preset third soil permeability coefficient, and the water quantity in the third loading time period.
In one embodiment of the disclosed method, the preprocessing module 903 includes:
a first preprocessing unit 9031, configured to perform normalization processing on the initial strain information to obtain first information;
a second preprocessing unit 9032, configured to perform normalization processing on the initial strain information change value to obtain second information;
and a third preprocessing unit 9033, configured to perform calculation according to the first information and the second information, so as to obtain preprocessed strain information.
It should be noted that, regarding the apparatus in the above embodiments, the specific manner in which the respective modules perform the operations has been described in detail in the embodiments regarding the method, and will not be described in detail herein.
Example 3:
corresponding to the above method embodiment, there is further provided a stability evaluation apparatus for a wall joint in the present embodiment, and a stability evaluation apparatus for a wall joint described below and a stability evaluation method for a wall joint described above may be referred to correspondingly with each other.
Fig. 5 is a block diagram illustrating a stability evaluation apparatus 800 of a wall-over-ground joint according to an exemplary embodiment. As shown in fig. 5, the stability evaluation apparatus 800 of the wall-connected joint may include: a processor 801, a memory 802. The stability assessment apparatus 800 of the wall-connected joint may further include one or more of a multimedia component 803, an i/O interface 804, and a communication component 805.
The processor 801 is configured to control the overall operation of the stability evaluation apparatus 800 of the wall joint, so as to complete all or part of the steps in the above-described stability evaluation method of the wall joint. The memory 802 is used to store various types of data to support the operation of the stability assessment device 800 at the wall joint, which may include, for example, instructions for any application or method operating on the stability assessment device 800 at the wall joint, as well as application-related data, such as contact data, messages, pictures, audio, video, and the like. The Memory 802 may be implemented by any type or combination of volatile or non-volatile Memory devices, such as static random access Memory (Static Random Access Memory, SRAM for short), electrically erasable programmable Read-Only Memory (Electrically Erasable Programmable Read-Only Memory, EEPROM for short), erasable programmable Read-Only Memory (Erasable Programmable Read-Only Memory, EPROM for short), programmable Read-Only Memory (Programmable Read-Only Memory, PROM for short), read-Only Memory (ROM for short), magnetic Memory, flash Memory, magnetic disk, or optical disk. The multimedia component 803 may include a screen and an audio component. Wherein the screen may be, for example, a touch screen, the audio component being for outputting and/or inputting audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signals may be further stored in the memory 802 or transmitted through the communication component 805. The audio assembly further comprises at least one speaker for outputting audio signals. The I/O interface 804 provides an interface between the processor 801 and other interface modules, which may be a keyboard, mouse, buttons, etc. These buttons may be virtual buttons or physical buttons. The communication component 805 is configured to perform wired or wireless communication between the stability assessment apparatus 800 of the wall-connected joint and other apparatuses. Wireless communication, such as Wi-Fi, bluetooth, near field communication (Near FieldCommunication, NFC for short), 2G, 3G or 4G, or a combination of one or more thereof, the respective communication component 805 may thus comprise: wi-Fi module, bluetooth module, NFC module.
In an exemplary embodiment, the stability evaluation device 800 of the wall joint may be implemented by one or more application specific integrated circuits (Application Specific Integrated Circuit, abbreviated as ASIC), digital signal processor (Digital Signal Processor, abbreviated as DSP), digital signal processing device (Digital Signal Processing Device, abbreviated as DSPD), programmable logic device (Programmable Logic Device, abbreviated as PLD), field programmable gate array (Field Programmable Gate Array, abbreviated as FPGA), controller, microcontroller, microprocessor, or other electronic component for performing the above-described stability evaluation method of the wall joint.
In another exemplary embodiment, there is also provided a computer readable storage medium including program instructions which, when executed by a processor, implement the steps of the above-described method of evaluating the stability of a wall joint. For example, the computer readable storage medium may be the memory 802 including the program instructions described above, which are executable by the processor 801 of the stability evaluation device 800 of a wall joint to perform the method of evaluating the stability of a wall joint described above.
Example 4:
corresponding to the above method embodiment, a medium is further provided in this embodiment, and a medium described below and a method for evaluating stability of a wall joint described above may be referred to correspondingly.
A medium, on which a computer program is stored, which when executed by a processor implements the steps of the method for evaluating the stability of a wall joint according to the above method embodiment.
The medium may be a usb disk, a removable hard disk, a Read-Only Memory (ROM), a random access Memory (Random Access Memory, RAM), a magnetic disk, or an optical disk, or any other readable storage medium that can store program codes.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
The foregoing is merely illustrative of the present invention, and the present invention is not limited thereto, and any person skilled in the art will readily recognize that variations or substitutions are within the scope of the present invention. Therefore, the protection scope of the invention is subject to the protection scope of the claims.
Claims (10)
1. A stability evaluation method of a ground connection wall joint is characterized by comprising the following steps:
the method comprises the steps of obtaining initial strain information of an evaluation body, wherein the evaluation body is formed by connecting a diaphragm wall reduced scale joint with a pair of adjacent diaphragm wall units, the contact position of the diaphragm wall reduced scale joint and a single diaphragm wall evaluation unit is a detection surface, and the initial strain information is strain information acquired by a plurality of strain sensors on the detection surface;
carrying out multistage loading on the outer peripheral surface of the evaluation body within preset time to obtain initial strain information change values under different preset loads;
preprocessing the initial strain information and the initial strain information change value to obtain preprocessed strain information;
transforming the preprocessed strain information to obtain a strain map under a multi-stage preset load;
inputting a strain graph under a multi-level preset load into a trained strain model to obtain an evaluation characteristic value output by the strain model, wherein the strain model is a mapping relation neural network established by extracting all strain graph characteristics of an evaluation body;
and carrying out stability evaluation on the underground wall joint according to the evaluation characteristic value.
2. The method for evaluating the stability of a wall joint according to claim 1, wherein the step of loading the outer peripheral surface of the evaluation body in multiple stages within a preset time to obtain initial strain information variation values under different preset loads, wherein the preset time includes a first loading period, a second loading period and a third loading period, and the method comprises the steps of:
acquiring the soil layer weight of the prefabricated soil layer and the internal friction angle of the prefabricated soil layer;
according to the internal friction angle of the prefabricated soil layer and a preset formula, calculating to obtain a static soil pressure coefficient of the prefabricated soil layer;
calculating to obtain a first-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer and the static soil pressure coefficient of the prefabricated soil layer;
loading according to the first-stage soil pressure load in a first loading period to obtain an initial information change value corresponding to the first-stage soil pressure load;
calculating to obtain a second-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer and the first preset soil layer number;
loading according to the second-stage soil pressure load in a second loading period to obtain an initial information change value corresponding to the second-stage soil pressure load;
calculating to obtain a third-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer and the number of second preset soil layer;
and loading according to the third-stage soil pressure load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure load.
3. The method for evaluating the stability of a diaphragm wall joint according to claim 2, wherein after loading is performed according to the third-stage soil pressure load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure load, a preset first soil body permeability coefficient is smaller than a preset second soil body permeability coefficient, and the preset second soil body permeability coefficient is smaller than a preset third soil body permeability coefficient, including:
according to the first-stage soil pressure load of the prefabricated soil layer and a preset first soil permeability coefficient, calculating to obtain a first-stage soil pressure correction load;
loading according to the first-stage soil pressure correction load in a first loading period to obtain an initial information change value corresponding to the first-stage soil pressure correction load;
calculating to obtain a second-stage soil pressure correction load according to the second-stage soil pressure load of the prefabricated soil layer and a preset second soil permeability coefficient;
loading according to the second-stage soil pressure correction load in a second loading period to obtain an initial information change value corresponding to the second-stage soil pressure correction load;
calculating to obtain a third-stage soil pressure correction load according to the third-stage soil pressure load of the prefabricated soil layer and a preset third soil permeability coefficient;
and loading according to the third-stage soil pressure correction load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure correction load.
4. The method for evaluating the stability of a wall joint according to claim 1, wherein the initial strain information is strain information collected by a plurality of strain sensors on a detection surface, and the method comprises the steps of:
acquiring a first vertical reference initial coordinate and a second vertical reference initial coordinate, wherein the horizontal distance between the first vertical reference initial coordinate and the second vertical reference initial coordinate is a preset multiple of the ratio of the wall thickness of the annular diaphragm wall to the reduced scale of the wall thickness of the single diaphragm wall evaluation unit;
setting strain sensors in sequence from the first vertical reference initial coordinates according to a preset equidistant function to obtain equidistant strain information;
setting strain sensors in sequence from the second vertical reference initial coordinates according to a preset displacement function to obtain displacement strain information;
and sequencing the equidistant strain information and the variable-pitch strain information to obtain initial strain information.
5. The method for evaluating the stability of a wall joint according to claim 1, wherein preprocessing the initial strain information and the initial strain information variation value to obtain preprocessed strain information comprises:
performing standardization processing on the initial strain information to obtain first information;
performing standardization processing on the initial strain information change value to obtain second information;
and calculating according to the first information and the second information to obtain preprocessed strain information.
6. A stability evaluation device of a wall joint, comprising:
the acquisition module is used for acquiring initial strain information of an evaluation body, wherein the evaluation body is formed by connecting a diaphragm wall reduced scale joint with a pair of adjacent diaphragm wall units, the contact position of the diaphragm wall reduced scale joint and a single diaphragm wall evaluation unit is a detection surface, and the initial strain information is strain information acquired by a plurality of strain sensors on the detection surface;
the multistage loading module is used for carrying out multistage loading on the outer peripheral surface of the evaluation body in preset time to obtain initial strain information change values under different preset loads;
the preprocessing module is used for preprocessing the initial strain information and the initial strain information change value to obtain preprocessed strain information;
the first processing module is used for converting the preprocessed strain information to obtain a strain map under a multi-stage preset load;
the second processing module is used for inputting the strain graph under the multilevel preset load to a trained strain model to obtain an evaluation characteristic value output by the strain model, wherein the strain model is a mapping relation neural network established by extracting all the strain graph characteristics of an evaluation body;
and the third processing module is used for evaluating the stability of the diaphragm wall joint according to the evaluation characteristic value.
7. The device for evaluating the stability of a wall joint according to claim 6, wherein the multistage loading module comprises:
the second acquisition unit is used for acquiring the soil layer weight of the prefabricated soil layer and the internal friction angle of the prefabricated soil layer;
the first calculation unit is used for calculating and obtaining the static soil pressure coefficient of the prefabricated soil layer according to the internal friction angle of the prefabricated soil layer and a preset formula;
the second calculation unit is used for calculating a first-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer and the static soil pressure coefficient of the prefabricated soil layer;
the third calculation unit is used for loading according to the first-stage soil pressure load in a first loading period to obtain an initial information change value corresponding to the first-stage soil pressure load;
the fourth calculation unit is used for calculating a second-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer and the first preset soil layer number;
the fifth calculation unit is used for loading according to the second-stage soil pressure load in a second loading period to obtain an initial information change value corresponding to the second-stage soil pressure load;
a sixth calculation unit, configured to calculate a third-stage soil pressure load of the prefabricated soil layer according to the soil layer weight of the prefabricated soil layer, the static soil pressure coefficient of the prefabricated soil layer, and a second preset soil layer number;
and the seventh calculation unit is used for loading according to the third-stage soil pressure load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure load.
8. The apparatus for evaluating the stability of a wall joint according to claim 7, further comprising a correction module after the seventh calculation unit, the correction module comprising:
the first calculating subunit is used for calculating and obtaining a first-stage soil pressure correction load according to the first-stage soil pressure load of the prefabricated soil layer and a preset first soil permeability coefficient;
the second computing subunit is used for loading according to the first-stage soil pressure correction load in a first loading period to obtain an initial information change value corresponding to the first-stage soil pressure correction load;
the third calculation subunit is used for calculating and obtaining a second-stage soil pressure correction load according to the second-stage soil pressure load of the prefabricated soil layer and a preset second soil permeability coefficient;
the fourth computing subunit is used for loading according to the second-stage soil pressure correction load in a second loading period to obtain an initial information change value corresponding to the second-stage soil pressure correction load;
the fifth calculating subunit is used for calculating and obtaining a third-level soil pressure correction load according to the third-level soil pressure load of the prefabricated soil layer and a preset third soil permeability coefficient;
and the sixth calculating subunit is used for loading according to the third-stage soil pressure correction load in a third loading period to obtain an initial information change value corresponding to the third-stage soil pressure correction load.
9. The apparatus for evaluating the stability of a wall-over-ground joint according to claim 6, wherein the acquisition module comprises:
the first acquisition unit is used for acquiring a first vertical reference initial coordinate and a second vertical reference initial coordinate, and the horizontal distance between the first vertical reference initial coordinate and the second vertical reference initial coordinate is a preset multiple of the ratio of the annular wall thickness of the underground continuous wall to the reduced scale of the wall thickness of the single underground continuous wall evaluation unit;
the first processing unit is used for sequentially setting the strain sensors from the first vertical reference initial coordinates according to a preset equidistant function to obtain equidistant strain information;
the second processing unit is used for sequentially setting the strain sensors from the second vertical reference initial coordinates according to a preset displacement function to obtain displacement strain information;
and the third processing unit is used for sequencing the equidistant strain information and the displacement strain information to obtain initial strain information.
10. The device for evaluating the stability of a wall-over-ground joint according to claim 6, wherein the preprocessing module comprises:
the first preprocessing unit is used for carrying out standardization processing on the initial strain information to obtain first information;
the second preprocessing unit is used for carrying out standardization processing on the initial strain information change value to obtain second information;
and the third preprocessing unit is used for calculating according to the first information and the second information to obtain preprocessed strain information.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878392A (en) * | 2021-01-14 | 2021-06-01 | 浙江大学 | Centrifugal model test device and method for researching working character space effect of lattice-shaped diaphragm wall enclosure structure |
| CN113792372A (en) * | 2021-09-28 | 2021-12-14 | 苏州大学 | Ground continuous wall deformation dynamic prediction method based on CV-LSTM combined model |
| CN114198107A (en) * | 2021-12-13 | 2022-03-18 | 西安交通大学 | Multifunctional reduced-scale shield model free of shield machine model and test method thereof |
| CN115659749A (en) * | 2022-11-01 | 2023-01-31 | 河海大学 | Foundation pit deformation prediction method and system, electronic equipment and storage medium |
| CN116005736A (en) * | 2023-02-08 | 2023-04-25 | 中铁一局集团第二工程有限公司 | Foundation pit stability monitoring and steel support axial force control device and method |
| CN116223078A (en) * | 2022-12-15 | 2023-06-06 | 中铁工程设计咨询集团有限公司 | Super bridge stability evaluation method, device, equipment and readable storage medium |
-
2023
- 2023-09-11 CN CN202311165532.6A patent/CN117390739B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878392A (en) * | 2021-01-14 | 2021-06-01 | 浙江大学 | Centrifugal model test device and method for researching working character space effect of lattice-shaped diaphragm wall enclosure structure |
| CN113792372A (en) * | 2021-09-28 | 2021-12-14 | 苏州大学 | Ground continuous wall deformation dynamic prediction method based on CV-LSTM combined model |
| CN114198107A (en) * | 2021-12-13 | 2022-03-18 | 西安交通大学 | Multifunctional reduced-scale shield model free of shield machine model and test method thereof |
| CN115659749A (en) * | 2022-11-01 | 2023-01-31 | 河海大学 | Foundation pit deformation prediction method and system, electronic equipment and storage medium |
| CN116223078A (en) * | 2022-12-15 | 2023-06-06 | 中铁工程设计咨询集团有限公司 | Super bridge stability evaluation method, device, equipment and readable storage medium |
| CN116005736A (en) * | 2023-02-08 | 2023-04-25 | 中铁一局集团第二工程有限公司 | Foundation pit stability monitoring and steel support axial force control device and method |
Non-Patent Citations (2)
| Title |
|---|
| 王建宁;杨靖;庄海洋;付继赛;窦远明;: "带地连墙异跨地铁车站结构周围地基液化振动台试验", 岩土工程学报, no. 10, 15 October 2020 (2020-10-15) * |
| 陶连金;高玉春;王文沛;王枫;彭坤;: "盾构出洞冻结法加固土体的稳定性分析", 黑龙江科技学院学报, no. 01, 25 January 2011 (2011-01-25) * |
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