CN116451323A

CN116451323A - Method, device, equipment and medium for evaluating negative frictional resistance of rigid pile

Info

Publication number: CN116451323A
Application number: CN202310404274.6A
Authority: CN
Inventors: 余江盛; 黄书俊; 曾伟; 熊志武; 吴轲; 胡苏凯; 张熙; 袁建文; 郭约法; 陈振良; 李�浩; 萧正阳; 周继承; 李龙; 林志强; 黄雄辉; 曾庆荷; 彭清; 弓国军
Original assignee: Guangdong Power Grid Co Ltd; Dongguan Power Supply Bureau of Guangdong Power Grid Co Ltd
Current assignee: Guangdong Power Grid Co Ltd; Dongguan Power Supply Bureau of Guangdong Power Grid Co Ltd
Priority date: 2023-04-14
Filing date: 2023-04-14
Publication date: 2023-07-18

Abstract

The invention discloses a method, a device, equipment and a medium for evaluating negative friction resistance of a rigid pile. The method comprises the following steps: obtaining actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile; adjusting the calculation data of the soft soil consolidation model according to the actual measurement pile perisoil layer earth surface subsidence data to obtain target calculation data; inputting the target calculation data into a soft soil consolidation model to obtain sedimentation data of at least one soil layer; and determining the negative friction resistance of the rigid pile according to the pile top load and the settlement data of each soil layer. The method and the device can improve the accuracy and the efficiency of negative frictional resistance evaluation.

Description

Method, device, equipment and medium for evaluating negative frictional resistance of rigid pile

Technical Field

The invention relates to the technical field of computers, in particular to a method, a device, equipment and a medium for evaluating negative friction resistance of a rigid pile.

Background

In order to meet the elevation requirements or other requirements for flood control, filling soil with a certain thickness is often required to be filled on a construction site, and under the action of filling soil load, consolidation settlement can occur on the foundation soil of the site, so that the load born by the pile foundation can additionally bear the negative friction caused by consolidation of soil around the pile, the safety margin of the pile foundation is reduced, and the safety operation of the pile foundation is threatened.

There are two methods for testing the negative frictional resistance of the pile foundation, one is to use a theoretical calculation method, and by embedding a stress meter on the reinforcement cage, the bearing capacity of the pile is changed along the pile body, so as to calculate the negative frictional resistance of the pile foundation. The other method is to adopt an actual measurement method, a displacement meter for layering a buried soil layer beside the pile foundation and measure the displacement of soil around the pile, so as to determine the negative friction resistance of the pile foundation.

The two test methods have large test workload and long period, and meanwhile, the test sensor is easy to damage in the burying or subsequent construction process, so that the test data are discontinuous, abnormal and not strong in regularity, and even can not be used for calculating and evaluating the negative friction resistance.

Disclosure of Invention

The invention provides a method, a device, equipment and a medium for evaluating the negative frictional resistance of a rigid pile, which are used for improving the accuracy and the efficiency of the evaluation of the negative frictional resistance of the rigid pile.

According to an aspect of the present invention, there is provided a method of evaluating negative frictional resistance of a rigid pile, the method comprising:

obtaining actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile;

adjusting the calculation data of the soft soil consolidation model according to the actual measurement pile perisoil layer earth surface subsidence data to obtain target calculation data;

Inputting the target calculation data into a soft soil consolidation model to obtain sedimentation data of at least one soil layer;

and determining the negative friction resistance of the rigid pile according to the pile top load and the settlement data of each soil layer.

According to another aspect of the present invention, there is provided a rigid pile negative frictional resistance evaluation apparatus comprising:

the data acquisition module is used for acquiring the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile;

the target data acquisition module is used for adjusting the calculation data of the soft soil consolidation model according to the actual measurement pile surrounding soil layer earth surface subsidence data to obtain target calculation data;

the settlement data acquisition module is used for inputting the target calculation data into a soft soil consolidation model to obtain settlement data of at least one soil layer;

and the negative frictional resistance determining module is used for determining the negative frictional resistance of the rigid pile according to the pile top load and the settlement data of each soil layer.

According to another aspect of the present invention, there is provided an electronic apparatus including:

at least one processor; and

a memory communicatively coupled to the at least one processor; wherein, the liquid crystal display device comprises a liquid crystal display device,

the memory stores a computer program executable by the at least one processor to enable the at least one processor to perform the rigid pile negative friction force assessment method according to any one of the embodiments of the present invention.

According to another aspect of the present invention, there is provided a computer readable storage medium storing computer instructions for causing a processor to execute the method for evaluating the negative friction resistance of a rigid pile according to any one of the embodiments of the present invention.

According to another aspect of the present invention there is provided a computer program product comprising a computer program which, when executed by a processor, implements the method of rigid pile negative friction assessment according to any of the embodiments of the present invention.

According to the technical scheme, the actual measurement pile perisoil layer earth surface subsidence data and pile top load of the rigid pile are obtained through actual measurement, the actual measurement pile perisoil layer earth surface subsidence data are utilized to adjust the calculation data of the soft soil consolidation model, the target calculation data obtained after adjustment are input into the soft soil consolidation model to obtain the subsidence data of at least one soil layer, so that the negative frictional resistance of the rigid pile is determined by combining the pile top load, the accuracy of the negative frictional resistance evaluation is improved by combining the measured data with the model, meanwhile, the actual measurement pile perisoil layer earth surface subsidence data and pile top load are obtained, the data obtaining time is shortened, and the efficiency of the negative frictional resistance evaluation is improved.

It should be understood that the description in this section is not intended to identify key or critical features of the embodiments of the invention or to delineate the scope of the invention. Other features of the present invention will become apparent from the description that follows.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.

FIG. 1 is a flow chart of a method for evaluating negative frictional resistance of a rigid pile according to a first embodiment of the present invention;

FIG. 2 is a flow chart of a method for evaluating negative frictional resistance of a rigid pile according to a second embodiment of the present invention;

FIG. 3 is a flow chart of a method for evaluating negative frictional resistance of a rigid pile according to a third embodiment of the present invention;

fig. 4a is an application schematic of a method for evaluating negative frictional resistance of a rigid pile according to a fourth embodiment of the present invention;

FIG. 4b is a schematic diagram of the relationship between the relative displacement of pile soil and the side friction resistance of a certain soil layer;

FIG. 4c is a schematic diagram of the relationship between pile tip resistance and pile body displacement;

FIG. 5 is a schematic structural view of a device for evaluating negative frictional resistance of a rigid pile according to a fifth embodiment of the present invention;

fig. 6 is a schematic structural view of an electronic device implementing the rigid pile negative frictional resistance evaluation method according to the embodiment of the present invention.

Detailed Description

In order that those skilled in the art will better understand the present invention, a technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in which it is apparent that the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the present invention without making any inventive effort, shall fall within the scope of the present invention.

It should be noted that the terms "first," "second," and the like in the description and the claims of the present invention and the above figures are used for distinguishing between similar objects and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged where appropriate such that the embodiments of the invention described herein may be implemented in sequences other than those illustrated or otherwise described herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus. In the technical scheme of the invention, the collection, storage, use, processing, transmission, provision, disclosure and the like of the related data accord with the regulations of related laws and regulations, and the public order is not violated.

Example 1

Fig. 1 is a flowchart of a method for evaluating negative frictional resistance of a rigid pile according to an embodiment of the present invention, where the method may be performed by a device for evaluating negative frictional resistance of a rigid pile, and the device may be implemented in hardware and/or software, and the device may be configured in an electronic device. As shown in fig. 1, the method includes:

s110, obtaining the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile.

The rigid pile is a pile foundation for improving the bearing capacity of a foundation in a construction site, and when the rigid pile is displaced, the axial line of the pile still keeps the original linear shape, but the surrounding soil of the pile is deformed. The actual measurement of soil layer surface subsidence data around the rigid piles refers to the subsidence displacement of soil layers around the rigid piles on the surface within a certain period of time. It can be understood that in order to meet the elevation requirements or other requirements for flood control, a certain thickness of filling soil is often required to be filled on the construction site on the basis of the original foundation soil, under the action of filling soil load, the original foundation soil can undergo consolidation settlement, a certain time is required for consolidation settlement completion, and the measured soil surface settlement data of the pile periphery soil layer are used for describing the displacement of the surface soil layer, namely the filling soil, in a certain time. For example, settlement detection points can be arranged on the ground surface of the soil around the rigid pile, namely the ground surface of the soil around the pile, displacement sensors are arranged at the settlement monitoring points, and measured data are measured soil surface settlement data around the pile. Pile top load is used to describe the pressure experienced by the top of a rigid pile, i.e., the downward force experienced by the end of the rigid pile near the surface. For example, a soil pressure box, strain gauge or rebar gauge may be embedded in the top of the rigid pile, i.e., the side of the rigid pile near the surface of the earth, to measure pile top load.

Specifically, the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile are obtained by arranging sensors on the earth surface and the top of the pile surrounding soil of the rigid pile respectively. Compared with the prior art, the sensor is not required to be deeply buried, the sensor is prevented from being damaged in the burying or subsequent construction process, and the accuracy of the earth surface subsidence data and pile top load of the actual measured pile surrounding soil layer is improved.

And S120, adjusting the calculation data of the soft soil consolidation model according to the actual measurement pile surrounding soil layer earth surface subsidence data to obtain target calculation data.

The soft soil consolidation model is used for predicting settlement data of at least one soil layer of surrounding soil of the pile. It can be understood that around the rigid piles, from the ground surface downwards, at least one soil layer is included, each soil layer is solidified and subsided within a certain time, and the displacement of the solidification and subsidence of each soil layer within a certain time can be predicted through the soft soil solidification model. The input data of the soft soil consolidation model are calculated data, and the output data are sedimentation data of at least one soil layer, namely the consolidation sedimentation displacement of each soil layer in a certain time. The calculated data are used for calculating the sedimentation data of each soil layer, namely the input data of the soft soil consolidation model. For example, the calculation data of the soft soil consolidation model may include consolidation coefficients, permeability coefficients, and the like. Wherein, the consolidation coefficient refers to the length of time required for soil layer consolidation. The permeability coefficient refers to a quantitative index representing the permeability of soil. The target calculation data refers to the adjusted calculation data.

Specifically, from the output result of the soft soil consolidation model, obtaining the subsidence data of the soil layer positioned on the earth surface, comparing the errors between the subsidence data of the soil layer positioned on the earth surface and the subsidence data of the soil layer around the actual measured pile, adjusting the calculation data according to the comparison result to obtain adjusted calculation data, and starting from inputting the calculation data into the soft soil consolidation model, repeating the processes until the errors between the subsidence data of the soil layer positioned on the earth surface and the subsidence data of the soil layer around the actual measured pile are predicted to meet the precision requirement, and taking the calculation data after the last adjustment as target calculation data.

S130, inputting the target calculation data into a soft soil consolidation model to obtain settlement data of at least one soil layer.

Specifically, target calculation data are input into a soft soil consolidation model, and the soft soil consolidation model outputs settlement data of at least one soil layer. It will be appreciated that the pile surrounding soil of the rigid pile may comprise at least one soil layer from the earth's surface downwards, and that the settlement data for each soil layer of the pile surrounding soil of the rigid pile may be obtained by means of a soft soil consolidation model.

And S140, determining the negative friction resistance of the rigid pile according to the pile top load and the sedimentation data of each soil layer.

Specifically, according to pile top load and settlement data of each soil layer, parameters of side friction resistance of the rigid pile in each soil layer and parameters of pile end resistance of the rigid pile are inquired through a table look-up mode, wherein the side friction resistance refers to friction force born by the side face of the rigid pile, the pile end resistance can be determined through settlement data of the soil layer and displacement of the rigid pile, the pile end resistance refers to upward force born by one end of the rigid pile far away from the ground surface, and the pile end resistance can be determined through displacement of the rigid pile. According to the stress relation of the rigid piles, the balance relation among pile tip resistance, side friction resistance in each soil layer and pile top load can be established, and the displacement of the rigid piles is determined, so that the stress direction of the side friction resistance in each soil layer is determined according to the displacement of the rigid piles and the sedimentation data of each soil layer, and the sum of the side friction resistances downward in the stress direction is determined as the negative friction resistance of the rigid piles.

Example two

Fig. 2 is a flowchart of a method for evaluating negative frictional resistance of a rigid pile according to a second embodiment of the present invention, where, based on the foregoing embodiment, the method adjusts the calculation data of the soft soil consolidation model according to the actual measured soil layer surface subsidence data to obtain target calculation data, and specifically refines the target calculation data: performing inversion analysis on the soft soil consolidation model according to the actual measurement pile peri-soil surface subsidence data, and updating the calculation data to obtain intermediate calculation data; inputting the intermediate calculation data into the soft soil consolidation model to obtain predicted earth surface subsidence data in output data; determining the intermediate calculation data as target calculation data under the condition that the error between the actual measurement pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data is smaller than or equal to an error threshold value; and returning to inversion analysis of the soft soil consolidation model according to the actual measured pile surrounding soil layer surface subsidence data under the condition that the error between the actual measured pile surrounding soil layer surface subsidence data and the predicted surface subsidence data is larger than an error threshold value, and updating the calculation data to obtain intermediate calculation data. As shown in fig. 2, the method includes:

S210, obtaining the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile.

S220, carrying out inversion analysis on the soft soil consolidation model according to the actual measurement pile surrounding soil layer surface subsidence data, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data.

In the invention, inversion analysis refers to a method for analyzing mechanical properties and/or initial stress conditions of at least one soil layer by adopting a numerical analysis mode according to the displacement of consolidation settlement monitored by the at least one soil layer under the action of actual engineering load. The intermediate calculation data is used for describing calculation data obtained after updating the calculation data in the process of obtaining the target calculation data.

Specifically, the calculation data of the soft soil consolidation model can be preset, the earth surface subsidence data of the soil layer around the actual measured pile is used as ideal output data of the soft soil consolidation model, inversion analysis is carried out on the calculation data of the soft soil consolidation model, the calculation data of the soft soil consolidation model is updated, and the updated calculation data is used as intermediate calculation data.

S230, inputting the intermediate calculation data into the soft soil consolidation model to obtain the predicted earth surface subsidence data in the output data.

The predicted earth surface subsidence data is used for describing the displacement of the earth surface layer which is obtained through the soft soil consolidation model and is located on the earth surface and subjected to consolidation subsidence. Specifically, the intermediate calculation data is input into a soft soil consolidation model, and the settlement data of the soil layer positioned on the earth surface and output by the soft soil consolidation model are obtained and used as predicted earth surface settlement data.

In another embodiment, the inputting the intermediate calculation data into the soft soil consolidation model to obtain the predicted surface subsidence data in the output data includes: inputting the intermediate calculation data into the soft soil consolidation model to obtain predicted sedimentation data of at least one soil layer; and extracting the predicted earth surface subsidence data from the predicted subsidence data of each soil layer.

The predicted settlement data is used for describing the displacement of each soil layer obtained through the soft soil consolidation model for consolidation settlement. Specifically, the intermediate calculation data is input into a soft soil consolidation model, and the obtained output data comprises predicted sedimentation data of at least one soil layer. It will be appreciated that each soil layer may correspond to a set of predicted sedimentation data. And selecting the predicted sedimentation data of the soil layer positioned on the earth surface from the predicted sedimentation data of each soil layer, and taking the predicted sedimentation data as the predicted earth surface sedimentation data.

And S240, determining the intermediate calculation data as target calculation data when the error between the actual measured pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data is smaller than or equal to an error threshold value.

The error threshold is used to describe the magnitude of the error between the measured surface data and the predicted surface subsidence data. Specifically, taking the difference value between the actual measurement pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data as an error, and comparing the error with an error threshold value; and the ratio of the difference value between the actual measurement pile surrounding soil layer surface subsidence data and the predicted surface subsidence data to the actual measurement pile surrounding soil layer surface subsidence data can be used as an error and is compared with an error threshold value. And under the condition that the error is smaller than or equal to the error threshold value, determining the intermediate calculation data as target calculation data, wherein the target calculation data indicate that the earth surface subsidence data of the soil layer around the actual measurement pile is basically consistent with the predicted earth surface subsidence data, that is, the soft soil consolidation model is accurate, and the subsidence data of at least one soil layer which is the same as the actual condition can be obtained through the soft soil consolidation model.

S250, determining the intermediate calculation data as calculation data of the soft soil consolidation model under the condition that the error between the actual measured soil layer surface subsidence data and the predicted soil layer surface subsidence data is larger than an error threshold value, returning to inversion analysis of the soft soil consolidation model according to the actual measured soil layer surface subsidence data, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data.

Specifically, the error is smaller than or equal to the error threshold, which indicates that the error between the earth surface subsidence data around the actual measured pile and the predicted earth surface subsidence data is larger, the subsidence data of each earth layer which can be obtained through the soft soil consolidation model cannot represent the subsidence data of each earth layer in the actual situation, and the calculated data needs to be further updated, at this time, the intermediate calculated data is used as the calculated data of the soft soil consolidation model, and the step S220 is returned.

S260, inputting the target calculation data into a soft soil consolidation model to obtain settlement data of at least one soil layer.

S270, determining the negative friction resistance of the rigid pile according to the pile top load and the sedimentation data of each soil layer.

According to the technical scheme, inversion analysis is carried out on the soft soil consolidation model through actual measurement of soil layer earth surface subsidence data around the pile, calculation data are updated, intermediate calculation data are obtained, predicted earth surface subsidence data are obtained through the intermediate calculation data, when errors between the actual measurement of soil layer earth surface subsidence data around the pile and the predicted earth surface subsidence data are larger than an error threshold value, the processes are repeated, multiple adjustment of the calculation data is achieved until the errors are smaller than or equal to the error threshold value, accuracy of target calculation data can be improved, and accordingly accuracy of the soft soil consolidation model is improved.

Example III

Fig. 3 is a flowchart of a method for evaluating negative frictional resistance of a rigid pile according to a third embodiment of the present invention, where, based on the foregoing embodiment, the determining the negative frictional resistance of the rigid pile according to the pile top load and the sedimentation data of each soil layer is specifically performed by: inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model, and determining the pile body displacement of the rigid pile; determining a soil layer where a neutral point is located according to the pile body displacement and the sedimentation data of each soil layer; and taking the sum of the side friction resistance of at least one soil layer above the soil layer where the neutral point is positioned as the negative friction resistance of the rigid pile. As shown in fig. 3, the method includes:

s310, obtaining the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile.

And S320, adjusting the calculation data of the soft soil consolidation model according to the actual measurement pile surrounding soil layer earth surface subsidence data to obtain target calculation data.

S330, inputting the target calculation data into a soft soil consolidation model to obtain settlement data of at least one soil layer.

S340, inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model, and determining the pile body displacement of the rigid pile.

The pile body stress model is used for describing the stress relation of the rigid pile, and the pile body displacement of the rigid pile can be obtained through the pile body stress model. The displacement of the pile body refers to the displacement generated by the rigid pile when the soil around the pile is solidified and subsided. It can be understood that certain friction force can be generated between the peripheral soil of the pile and the rigid pile in the consolidation and settlement process, and the rigid pile is displaced under the influence of the friction force, namely the displacement of the pile body is generated.

Specifically, pile top load and settlement data of each soil layer are used as input data and are input into a pile body stress model, and the obtained output data is pile body displacement of the rigid pile.

S350, determining the soil layer where the neutral point is located according to the pile body displacement and the sedimentation data of each soil layer.

The neutral point is used to describe the position on the rigid pile where the difference in displacement between a certain section and the surrounding soil of the pile is zero. It will be appreciated that the displacement of each section on the rigid pile is the same, being the pile body displacement. The displacement generated when different soil layers in the surrounding soil of the pile are solidified and subsided is different, namely the subsidence data of the different soil layers are different. On the rigid piles, when the displacement of the pile body is the same as the sedimentation data of a certain soil layer, the fact that the soil layer is not displaced relative to the rigid piles positioned on the soil layer part is indicated, and the soil layer is the soil layer where the neutral point is positioned.

Specifically, pile body displacement and settlement data of all soil layers are respectively compared, and if the settlement data of the soil layers are the same as the pile body displacement, the soil layer corresponding to the settlement data of the soil layers is determined to be the soil layer where the neutral point is located.

S360, taking the sum of the side friction resistance of at least one soil layer above the soil layer where the neutral point is located as the negative friction resistance of the rigid pile.

Side friction is used to describe the forces experienced by points on the sides of a rigid pile. Negative frictional resistance is used to describe the force exerted by a point on the side of a rigid pile, directed vertically downward from the ground. Specifically, the side friction resistance of at least one soil layer above the soil layer where the neutral point is located is calculated through the settlement data of the soil layer and the displacement of the pile body, and the sum of the side friction resistances of at least one soil layer above the soil layer where the neutral point is located is used as the negative friction resistance of the rigid pile.

Illustratively, the side friction resistance τ can be calculated as follows _i ＝k _i ·ΔS _i . Wherein τ _i The side friction resistance is applied to the point of the side surface of the rigid pile, which is positioned on the ith soil layer; k (k) _i The coefficient of friction resistance of the ith soil layer side can be obtained by a table look-up mode; ΔS _i The pile soil relative displacement of the ith soil layer. Wherein DeltaS _i ＝w-S _i W is the displacement of the pile body, S _i Sedimentation data for the ith soil layer. It can be understood that the surrounding soil of the pile is layered downwards from the earth surface, namely a 1 st soil layer, a 2 nd soil layer, a 3 rd soil layer and the like, wherein the soil layer of the earth surface is the 1 st soil layer. The basis for layering the pile surrounding soil can be determined according to actual conditions, and the pile surrounding soil can be layered according to the constituent components of the pile surrounding soil by way of example. The side friction force F of the ith soil layer can be calculated as follows _i ＝τ _i h _i Pi D, where F _i The side friction resistance born by the rigid pile in the ith soil layer is adopted; h is a _i Is the thickness of the ith soil layer; d is the diameter of the rigid pile; h is a _i And D is a fixed parameter, and can be set according to actual conditions.

According to the technical scheme provided by the embodiment of the invention, the pile body displacement of the rigid pile is determined through the pile body stress model, so that the accuracy of the pile body displacement can be improved, the accuracy of the soil layer where the neutral point is positioned is improved, and the accuracy of the negative frictional resistance is improved.

Optionally, the inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model, and determining the pile body displacement of the rigid pile includes: inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model to obtain a first pile body displacement of a rigid pile, wherein the pile body stress model comprises a side friction resistance model and a pile end resistance model; updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the first pile body displacement and the sedimentation data of each soil layer to obtain an updated pile body stress model; inputting the pile top load and the sedimentation data of each soil layer into an updated pile body stress model to obtain second pile body displacement; taking the second pile body displacement as the pile body displacement of the rigid pile under the condition that the error between the first pile body displacement and the second pile body displacement meets the precision requirement; and under the condition that the error between the first pile body displacement and the second pile body displacement does not meet the precision requirement, updating the second pile body displacement to the first pile body displacement, and returning to execute the step of updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the first pile body displacement and the sedimentation data of each soil layer to obtain an updated pile body stress model.

The side friction resistance model is used for describing the sum of the side friction resistances born by the rigid piles in all soil layers. The pile end resistance model is used for describing the pressure exerted by the pile end of the rigid pile, namely the pressure exerted by the end of the rigid pile far away from the ground surface. Illustratively, the side friction model may be described in terms of F= Σ _i k _i (w-S _i )h _i Pi D, where F _i ＝k _i (w-S _i )h _i πD，F _i The side friction resistance born by the rigid pile in the ith soil layer is adopted;f is the sum of side friction resistance born by the rigid piles in each soil layer; k (k) _i Is the i-th soil layer side friction coefficient; w is pile body displacement; s is S _i Sedimentation data of the ith soil layer; h is a _i The layering thickness of the ith soil layer; d is the diameter of the rigid pile. The pile tip drag model may be described in terms of,wherein P is pile end resistance, k _b For pile end resistance coefficient, k _b Can be obtained by means of a look-up table. The pile body stress model can be described in the following form, P ₀ =f+p, where P ₀ Is pile top load.

The first pile body displacement is used for describing pile body displacement output by the pile body stress model. The second pile body displacement is used for describing pile body displacement output by the updated pile body stress model. The side resistance parameter refers to a parameter in the side friction resistance model, and may be exemplified by a side friction resistance coefficient of each soil layer, or may be other parameters. Pile tip resistance parameters refer to parameters in the pile tip resistance model, which may be pile tip resistance coefficients, for example. The accuracy requirement is used for representing the error magnitude between the first pile body displacement and the second pile body displacement. For example, the difference between the first pile body displacement and the second pile body displacement may be used as an error between the first pile body displacement and the second pile body displacement, and the ratio of the difference between the first pile body displacement and the second pile body displacement to the first pile body displacement may be used as an error between the first pile body displacement and the second pile body displacement. When the error between the first pile body displacement and the second pile body displacement is larger than or equal to a displacement error threshold, the error between the first pile body displacement and the second pile body displacement is larger, the precision requirement is not met, and when the error between the first pile body displacement and the second pile body displacement is smaller than the displacement error threshold, the error between the first pile body displacement and the second pile body displacement is smaller, the precision requirement is met, and the displacement error threshold can be determined according to the actual situation.

Specifically, pile top load and sedimentation data of each soil layer are input into a pile body stress model, and first pile body displacement output by the pile body stress model is obtained. And updating the contralateral resistance parameter and the pile end resistance parameter according to the relation curve between the pile body displacement and the sedimentation data of each soil layer and the lateral friction resistance and the relation curve between the pile body displacement and the pile end resistance, so as to obtain an updated pile body stress model. And inputting pile top load and sedimentation data of each soil layer into the updated pile body stress model to obtain second pile body displacement output by the updated pile body stress model. The relation curve between pile body displacement and sedimentation data of each soil layer and side friction resistance and the relation curve between pile body displacement and pile end resistance parameters can be obtained by inquiring relevant specifications, survey data, documents and the like. If the error between the first pile body displacement and the second pile body displacement is smaller than the displacement error threshold, the error between the first pile body displacement and the second pile body displacement is indicated to meet the precision requirement, and the second pile body displacement is taken as the pile body displacement of the rigid pile; and when the error between the first pile body displacement and the second pile body displacement is larger than or equal to a displacement error threshold, indicating that the error between the first pile body displacement and the second pile body displacement does not meet the precision requirement, taking the second pile body displacement as a new first pile body displacement, updating the second pile body displacement into the first pile body displacement, and returning to execute the steps of updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the first pile body displacement and the settlement data of each soil layer to obtain an updated pile body stress model.

The first pile body displacement is obtained through the pile body stress model, parameters in the pile body stress model are updated according to the first pile body displacement and the subsidence data of each soil layer, the accuracy of the pile body stress model is improved, the second pile body displacement is obtained through the updated pile body stress model, and under the condition that the error between the first pile body displacement and the second pile body displacement meets the accuracy requirement, the pile body displacement of the rigid pile is determined, and the accuracy of the pile body displacement of the rigid pile is improved.

Optionally, updating the side resistance parameter of the side friction resistance model and the pile end resistance parameter of the pile end resistance model according to the first pile body displacement and the sedimentation data of each soil layer includes: determining pile-soil relative displacement of each soil layer according to the first pile body displacement and the sedimentation data of each soil layer; updating the side resistance parameters of the soil layer in the pile body stress model aiming at each soil layer under the condition that the relative displacement of the pile soil of the soil layer is larger than or equal to a relative displacement threshold value, so as to obtain the updated side resistance parameters of the soil layer; updating the pile end resistance parameter in the pile body stress model to a first pile end resistance parameter under the condition that the first pile body displacement is smaller than a pile body displacement threshold value, and obtaining an updated pile end resistance parameter; updating pile end resistance parameters in the pile body stress model to second pile end resistance parameters under the condition that the first pile body displacement is larger than or equal to a pile body displacement threshold value, and obtaining updated pile end resistance parameters; and the first pile end resistance parameter and the second pile end resistance parameter are determined according to a relation curve between pile end resistance and pile body displacement.

The relative displacement of pile soil refers to the difference between the pile body displacement of the rigid pile and the settlement data of the soil layer. The relative displacement threshold is used to determine the magnitude of the relative displacement of the pile soil. The pile body displacement threshold value is used for determining the size of the first pile body displacement. The first pile end resistance parameter and the second pile end resistance parameter are used for describing the proportional relation between pile end resistance and pile body displacement, and it is understood that the relation curve between pile end resistance and pile body displacement is a double fold line, and the first pile end resistance parameter and the second pile end resistance parameter are slopes of the double fold line.

Specifically, for each soil layer, taking the difference value between the first pile body displacement and the sedimentation data of the soil layer as the pile soil relative displacement of the soil layer, comparing the pile soil relative displacement of the soil layer with a relative displacement threshold value, and under the condition that the pile soil relative displacement of the soil layer is larger than or equal to the relative displacement threshold value, updating the side resistance parameters of the soil layer in the pile body stress model according to the relation curve between the pile soil relative displacement and the side friction resistance, namely according to the relation curve between the pile body displacement and the sedimentation data of each soil layer and the side friction resistance, so as to obtain the side resistance parameters of the updated soil layer. It will be appreciated that in the event that the relative displacement of the pile soil is greater than or equal to the relative displacement threshold, the side friction resistance is not Then the relative displacement of the pile soil is changed into a linear change and becomes a fixed value, and k is calculated in the side friction resistance model _i (w-S _i ) Updated to k _i S _ui Substituting into the side friction resistance model, the side friction resistance model after the i-th soil layer is updated can be expressed as F _i ＝k _i S _ui h _i Pi D is S _ui And the relative displacement threshold value of the ith soil layer is used as the side resistance parameter of the updated soil layer. And under the condition that the relative displacement of the pile soil of the soil layer is smaller than the relative displacement threshold value, the side resistance parameter of the soil layer is unchanged.

Comparing the first pile body displacement with a pile body displacement threshold, updating the pile end resistance parameter in the pile body stress model into a first pile end resistance parameter according to a relation curve between pile end resistance and pile body displacement when the first pile body displacement is smaller than the pile body displacement threshold, obtaining an updated pile end resistance parameter, and updating the pile end resistance parameter in the pile body stress model into a second pile end resistance parameter according to a relation curve between pile end resistance and pile body displacement when the first pile body displacement is larger than or equal to the pile body displacement threshold, thus obtaining an updated pile end resistance parameter.

By comparing the pile-soil relative displacement of the soil layer with the relative displacement threshold value, updating the side resistance parameter of the soil layer, comparing the first pile body displacement with the pile body displacement threshold value, and updating the pile end resistance parameter, the parameter in the pile body stress model is updated by utilizing the output result of the pile body stress model, and the accuracy of the parameter in the pile body stress model after updating is improved.

Example IV

Fig. 4a is an application schematic diagram of a method for evaluating negative friction resistance of a rigid pile according to a fourth embodiment of the present invention. As shown in fig. 4a, the method comprises:

and obtaining the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile.

Wherein, the earth surface subsidence data of the actual measured pile surrounding soil layer is S _t Pile top load P ₀ 。

And adjusting the calculation data of the soft soil consolidation model according to the actual measurement pile perisoil layer earth surface subsidence data to obtain target calculation data.

And determining the layering thickness of the soil layer according to the investigation data, and calculating parameters such as consolidation coefficient, permeability coefficient and the like. And establishing a soft soil consolidation model based on the investigation data, the design parameters of the drain board, the additional load and the single-well consolidation model theory, wherein the soft soil consolidation model is a three-dimensional finite element model. S according to S410 actual measurement _t And carrying out inversion analysis to obtain updated finite element model calculation parameters, namely target calculation data.

Specifically, according to the actual measurement pile surrounding soil layer earth surface subsidence data S _t And carrying out inversion analysis on the soft soil consolidation model, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data. That is, the calculation data of the soft soil consolidation model can be preset according to the investigation data, the preset calculation data is input into the soft soil consolidation model, the subsidence data of the earth surface in the output data is obtained, the earth surface subsidence data of the actual pile surrounding soil layer is taken as ideal output data of the soft soil consolidation model, inversion analysis is carried out on the calculation data of the soft soil consolidation model by comparing the difference value between the earth surface subsidence data of the output data and the earth surface subsidence data of the actual pile surrounding soil layer, that is, the preset calculation data is increased or decreased, the calculation data of the soft soil consolidation model is updated, and the updated calculation data is taken as intermediate calculation data. And inputting the intermediate calculation data into the soft soil consolidation model to obtain the predicted earth surface subsidence data in the output data. And under the condition that the error between the actual measurement pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data is smaller than or equal to an error threshold value, determining the intermediate calculation data as target calculation data. And under the condition that the error between the actual measured soil layer surface subsidence data around the pile and the predicted soil layer surface subsidence data is larger than an error threshold value, determining the intermediate calculation data as calculation data of a soft soil consolidation model, returning to inversion analysis of the soft soil consolidation model according to the actual measured soil layer surface subsidence data around the pile, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data.

And inputting the target calculation data into a soft soil consolidation model to obtain sedimentation data of at least one soil layer.

Based on target calculation data, the pile surrounding soil layered settlement S consistent with the actual situation can be obtained through solving a soft soil consolidation model _i I.e. the sedimentation data of at least one soil layer.

And inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model, and determining the pile body displacement of the rigid pile.

Inputting pile top load and sedimentation data of each soil layer into a pile body stress model to obtain a first pile body displacement w of the rigid pile ₁ . Specifically, the pile body stress model is as follows Wherein F is the sum of side friction resistance born by the rigid piles in each soil layer; k (k) _i Is the i-th soil layer side friction coefficient; w is pile body displacement; s is S _i Sedimentation data of the ith soil layer; h is a _i The layering thickness of the ith soil layer; d is the diameter of the rigid pile; p is pile end resistance; k (k) _b Is the pile end resistance coefficient; p (P) ₀ Is pile top load.

And updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the displacement of the first pile body and the sedimentation data of each soil layer to obtain an updated pile body stress model. Specifically, according to the first pile body displacement w ₁ And sedimentation data S for each soil layer _i Determining the relative displacement of piles from each soil layer, i.e. according to DeltaS _i ＝w-S _i Replace w with w ₁ Substituting the displacement into a formula to determine the relative displacement of pile soil of each soil layer, wherein w is the displacement of a pile body; s is S _i Sedimentation data of the ith soil layer; ΔS _i The pile soil relative displacement of the ith soil layer. And updating the side resistance parameters of the soil layer in the pile body stress model under the condition that the relative displacement of the pile soil of the soil layer is larger than or equal to the relative displacement threshold value aiming at each soil layer, so as to obtain the updated side resistance parameters of the soil layer. I.e. deltas _i ≥S _ui When the pile body is stressed, k is in the pile body stress model _i (w-S _i ) Replaced by k _i S _ui Wherein S is _ui Is the relative displacement threshold of the ith soil layer. Fig. 4b is a schematic diagram of a relationship between pile-soil relative displacement and side friction resistance of a certain soil layer, according to fig. 4b, the side resistance parameter of the soil layer can be determined, and the relationship between pile-soil relative displacement and side friction resistance of the soil layer can be obtained by querying related specifications, survey data, documents and the like. Under the condition that the displacement of the first pile body is smaller than the displacement threshold value of the pile body, updating the pile end resistance parameter in the pile body stress model into a first pile end resistance parameter to obtain an updated pile end resistance parameter; i.e. w ₁ <S _b When the pile body is stressed, k is in the pile body stress model _b w is replaced by k _b1 w, where S _b Is the displacement threshold value of the pile body. Updating pile end resistance parameters in the pile body stress model to second pile end resistance parameters under the condition that the displacement of the first pile body is larger than or equal to a pile body displacement threshold value, and obtaining updated pile end resistance parameters; i.e. w ₁ ≥S _b When the pile body is stressed, k is in the pile body stress model _b w is replaced by k _b2 w, where S _b Is the displacement threshold value of the pile body. Fig. 4c is a schematic diagram of a relationship between pile tip resistance and pile shaft displacement, where a first pile tip resistance parameter and a second pile tip resistance parameter can be determined according to the method shown in fig. 4c, and the relationship between pile tip resistance and pile shaft displacement can be obtained by querying relevant specifications, survey data, documents, and the like.

Inputting pile top load and sedimentation data of each soil layer into the updated pile body stress model to obtain second pile body displacement w ₂ 。

And under the condition that the error between the first pile body displacement and the second pile body displacement meets the precision requirement, taking the second pile body displacement as the pile body displacement of the rigid pile.

And under the condition that the error between the first pile body displacement and the second pile body displacement does not meet the precision requirement, updating the second pile body displacement to the first pile body displacement, and returning to execute the step of updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the first pile body displacement and the sedimentation data of each soil layer to obtain an updated pile body stress model.

And determining the soil layer where the neutral point is located according to the pile body displacement and the sedimentation data of each soil layer.

And taking the sum of the side friction resistance of at least one soil layer above the soil layer where the neutral point is positioned as the negative friction resistance of the rigid pile.

Specifically, the side friction resistance of at least one soil layer above the soil layer where the neutral point is located is calculated through the settlement data of the soil layer and the displacement of the pile body, and the sum of the side friction resistances of at least one soil layer above the soil layer where the neutral point is located is used as the negative friction resistance of the rigid pile.

Example five

Fig. 5 is a schematic structural diagram of a device for evaluating negative frictional resistance of a rigid pile according to a fifth embodiment of the present invention. As shown in fig. 5, the apparatus includes: a data acquisition module 501, a target data acquisition module 502, a sedimentation data acquisition module 503, and a negative frictional resistance determination module 504.

The data acquisition module 501 is used for acquiring the actual measurement pile surrounding soil layer earth surface subsidence data and pile top load of the rigid pile;

the target data acquisition module 502 is configured to adjust calculation data of the soft soil consolidation model according to the actual measurement pile perisoil layer earth surface subsidence data, so as to obtain target calculation data;

a subsidence data obtaining module 503, configured to input the target calculation data into a soft soil consolidation model, to obtain subsidence data of at least one soil layer;

and a negative frictional resistance determining module 504 for determining the negative frictional resistance of the rigid pile according to the pile top load and the settlement data of each soil layer.

Optionally, the calculation data of the soft soil consolidation model includes a consolidation coefficient and a permeability coefficient.

Optionally, the target data acquisition module 502 includes:

the intermediate data acquisition unit is used for carrying out inversion analysis on the soft soil consolidation model according to the actual measurement pile surrounding soil layer earth surface subsidence data, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data;

the prediction data acquisition unit is used for inputting the intermediate calculation data into the soft soil consolidation model to obtain prediction earth surface subsidence data in output data;

the target data determining unit is used for determining the intermediate calculation data as target calculation data under the condition that the error between the actual measured soil layer surface subsidence data and the predicted surface subsidence data is smaller than or equal to an error threshold value;

and the return unit is used for determining the intermediate calculation data as the calculation data of the soft soil consolidation model under the condition that the error between the actual measurement pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data is larger than an error threshold value, and returning to the step of carrying out inversion analysis on the soft soil consolidation model according to the actual measurement pile surrounding soil layer earth surface subsidence data, and updating the calculation data of the soft soil consolidation model to obtain the intermediate calculation data.

Optionally, the prediction data acquisition unit includes:

the prediction data acquisition subunit inputs the intermediate calculation data into the soft soil consolidation model to obtain the prediction sedimentation data of at least one soil layer;

and the predicted earth surface data acquisition subunit is used for extracting predicted earth surface subsidence data from the predicted subsidence data of each soil layer.

Optionally, the negative friction determination module 504 includes:

the pile body displacement determining unit is used for inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model to determine the pile body displacement of the rigid pile;

the neutral point determining unit is used for determining the soil layer where the neutral point is located according to the pile body displacement and the sedimentation data of each soil layer;

and the negative frictional resistance determining unit is used for taking the sum of the side frictional resistances of at least one soil layer above the soil layer where the neutral point is positioned as the negative frictional resistance of the rigid pile.

Optionally, the pile body displacement determining unit includes:

the first displacement determining subunit is used for inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model to obtain first pile body displacement of the rigid pile, wherein the pile body stress model comprises a side friction resistance model and a pile end resistance model;

The parameter updating subunit is used for updating the side resistance parameter of the side friction resistance model and the pile end resistance parameter of the pile end resistance model according to the first pile body displacement and the sedimentation data of each soil layer to obtain an updated pile body stress model;

the second displacement determining subunit is used for inputting the pile top load and the sedimentation data of each soil layer into the updated pile body stress model to obtain second pile body displacement;

a pile body displacement determining subunit, configured to take the second pile body displacement as the pile body displacement of the rigid pile when an error between the first pile body displacement and the second pile body displacement meets an accuracy requirement;

and the return subunit is used for updating the second pile body displacement to the first pile body displacement under the condition that the error between the first pile body displacement and the second pile body displacement does not meet the precision requirement, and returning to execute the step of updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the first pile body displacement and the settlement data of each soil layer to obtain an updated pile body stress model.

Optionally, the parameter updating subunit includes:

determining pile-soil relative displacement of each soil layer according to the first pile body displacement and the sedimentation data of each soil layer;

updating the side resistance parameters of the soil layer in the pile body stress model aiming at each soil layer under the condition that the relative displacement of the pile soil of the soil layer is larger than or equal to a relative displacement threshold value, so as to obtain the updated side resistance parameters of the soil layer;

updating the pile end resistance parameter in the pile body stress model to a first pile end resistance parameter under the condition that the first pile body displacement is smaller than a pile body displacement threshold value, and obtaining an updated pile end resistance parameter;

updating pile end resistance parameters in the pile body stress model to second pile end resistance parameters under the condition that the first pile body displacement is larger than or equal to a pile body displacement threshold value, and obtaining updated pile end resistance parameters; and the first pile end resistance parameter and the second pile end resistance parameter are determined according to a relation curve of pile end resistance and pile body displacement.

The device for evaluating the negative frictional resistance of the rigid pile provided by the embodiment of the invention can execute the method for evaluating the negative frictional resistance of the rigid pile provided by any embodiment of the invention, and has the corresponding functional modules and beneficial effects of the execution method.

Example six

Fig. 6 shows a schematic diagram of the structure of an electronic device 10 that may be used to implement an embodiment of the invention. Electronic devices are intended to represent various forms of digital computers, such as laptops, desktops, workstations, personal digital assistants, servers, blade servers, mainframes, and other appropriate computers. Electronic equipment may also represent various forms of mobile devices, such as personal digital processing, cellular telephones, smartphones, wearable devices (e.g., helmets, glasses, watches, etc.), and other similar computing devices. The components shown herein, their connections and relationships, and their functions, are meant to be exemplary only, and are not meant to limit implementations of the inventions described and/or claimed herein.

As shown in fig. 6, the electronic device 10 includes at least one processor 11, and a memory, such as a Read Only Memory (ROM) 12, a Random Access Memory (RAM) 13, etc., communicatively connected to the at least one processor 11, in which the memory stores a computer program executable by the at least one processor, and the processor 11 may perform various appropriate actions and processes according to the computer program stored in the Read Only Memory (ROM) 12 or the computer program loaded from the storage unit 18 into the Random Access Memory (RAM) 13. In the RAM 13, various programs and data required for the operation of the electronic device 10 may also be stored. The processor 11, the ROM 12 and the RAM 13 are connected to each other via a bus 14. An input/output (I/O) interface 15 is also connected to bus 14.

Various components in the electronic device 10 are connected to the I/O interface 15, including: an input unit 16 such as a keyboard, a mouse, etc.; an output unit 17 such as various types of displays, speakers, and the like; a storage unit 18 such as a magnetic disk, an optical disk, or the like; and a communication unit 19 such as a network card, modem, wireless communication transceiver, etc. The communication unit 19 allows the electronic device 10 to exchange information/data with other devices via a computer network, such as the internet, and/or various telecommunication networks.

The processor 11 may be a variety of general and/or special purpose processing components having processing and computing capabilities. Some examples of processor 11 include, but are not limited to, a Central Processing Unit (CPU), a Graphics Processing Unit (GPU), various specialized Artificial Intelligence (AI) computing chips, various processors running machine learning model algorithms, digital Signal Processors (DSPs), and any suitable processor, controller, microcontroller, etc. The processor 11 performs the various methods and processes described above, such as the rigid pile negative frictional resistance evaluation method.

In some embodiments, the rigid pile negative friction force assessment method may be implemented as a computer program tangibly embodied on a computer-readable storage medium, such as storage unit 18. In some embodiments, part or all of the computer program may be loaded and/or installed onto the electronic device 10 via the ROM 12 and/or the communication unit 19. When the computer program is loaded into the RAM 13 and executed by the processor 11, one or more steps of the rigid pile negative frictional resistance evaluation method described above may be performed. Alternatively, in other embodiments, processor 11 may communicate with the memory via any other suitable means (e.g., by means of firmware) is configured to perform the rigid pile negative frictional resistance evaluation method.

Various implementations of the systems and techniques described here above may be implemented in digital electronic circuitry, integrated circuit systems, field Programmable Gate Arrays (FPGAs), application Specific Integrated Circuits (ASICs), application Specific Standard Products (ASSPs), systems On Chip (SOCs), load programmable logic devices (CPLDs), computer hardware, firmware, software, and/or combinations thereof. These various embodiments may include: implemented in one or more computer programs, the one or more computer programs may be executed and/or interpreted on a programmable system including at least one programmable processor, which may be a special purpose or general-purpose programmable processor, that may receive data and instructions from, and transmit data and instructions to, a storage system, at least one input device, and at least one output device.

A computer program for carrying out methods of the present invention may be written in any combination of one or more programming languages. These computer programs may be provided to a processor of a general purpose computer, special purpose computer, or other programmable data processing apparatus, such that the computer programs, when executed by the processor, cause the functions/acts specified in the flowchart and/or block diagram block or blocks to be implemented. The computer program may execute entirely on the machine, partly on the machine, as a stand-alone software package, partly on the machine and partly on a remote machine or entirely on the remote machine or server.

In the context of the present invention, a computer-readable storage medium may be a tangible medium that can contain, or store a computer program for use by or in connection with an instruction execution system, apparatus, or device. The computer readable storage medium may include, but is not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any suitable combination of the foregoing. Alternatively, the computer readable storage medium may be a machine readable signal medium. More specific examples of a machine-readable storage medium would include an electrical connection based on one or more wires, a portable computer diskette, a hard disk, a Random Access Memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disc read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.

To provide for interaction with a user, the systems and techniques described here can be implemented on an electronic device having: a display device (e.g., a CRT (cathode ray tube) or LCD (liquid crystal display) monitor) for displaying information to a user; and a keyboard and a pointing device (e.g., a mouse or a trackball) through which a user can provide input to the electronic device. Other kinds of devices may also be used to provide for interaction with a user; for example, feedback provided to the user may be any form of sensory feedback (e.g., visual feedback, auditory feedback, or tactile feedback); and input from the user may be received in any form, including acoustic input, speech input, or tactile input.

The systems and techniques described here can be implemented in a computing system that includes a background component (e.g., as a data server), or that includes a middleware component (e.g., an application server), or that includes a front-end component (e.g., a user computer having a graphical user interface or a web browser through which a user can interact with an implementation of the systems and techniques described here), or any combination of such background, middleware, or front-end components. The components of the system can be interconnected by any form or medium of digital data communication (e.g., a communication network). Examples of communication networks include: local Area Networks (LANs), wide Area Networks (WANs), blockchain networks, and the internet.

The computing system may include clients and servers. The client and server are typically remote from each other and typically interact through a communication network. The relationship of client and server arises by virtue of computer programs running on the respective computers and having a client-server relationship to each other. The server can be a cloud server, also called a cloud computing server or a cloud host, and is a host product in a cloud computing service system, so that the defects of high management difficulty and weak service expansibility in the traditional physical hosts and VPS service are overcome.

It should be appreciated that various forms of the flows shown above may be used to reorder, add, or delete steps. For example, the steps described in the present invention may be performed in parallel, sequentially, or in a different order, so long as the desired results of the technical solution of the present invention are achieved, and the present invention is not limited herein.

The above embodiments do not limit the scope of the present invention. It will be apparent to those skilled in the art that various modifications, combinations, sub-combinations and alternatives are possible, depending on design requirements and other factors. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention.

Claims

1. A method for evaluating negative frictional resistance of a rigid pile, comprising:

2. The method of claim 1, wherein the calculated data for the soft soil consolidation model includes consolidation coefficients and permeability coefficients.

3. The method of claim 1, wherein the adjusting the calculation data of the soft soil consolidation model according to the measured pile perisoil layer surface subsidence data to obtain the target calculation data comprises:

performing inversion analysis on the soft soil consolidation model according to the actual measurement pile perisoil layer surface subsidence data, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data;

inputting the intermediate calculation data into the soft soil consolidation model to obtain predicted earth surface subsidence data in output data;

determining the intermediate calculation data as target calculation data under the condition that the error between the actual measurement pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data is smaller than or equal to an error threshold value;

and under the condition that the error between the actual measured pile surrounding soil layer earth surface subsidence data and the predicted earth surface subsidence data is larger than an error threshold value, determining the intermediate calculation data as calculation data of the soft soil consolidation model, returning to inversion analysis of the soft soil consolidation model according to the actual measured pile surrounding soil layer earth surface subsidence data, and updating the calculation data of the soft soil consolidation model to obtain intermediate calculation data.

4. A method according to claim 3, wherein said inputting said intermediate calculation data into said soft soil consolidation model results in predicted surface subsidence data in output data comprising:

inputting the intermediate calculation data into the soft soil consolidation model to obtain predicted sedimentation data of at least one soil layer;

and extracting the predicted earth surface subsidence data from the predicted subsidence data of each soil layer.

5. The method of claim 1, wherein said determining the negative frictional resistance of the rigid pile based on the pile top load and the sedimentation data for each soil layer comprises:

inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model, and determining the pile body displacement of the rigid pile;

determining a soil layer where a neutral point is located according to the pile body displacement and the sedimentation data of each soil layer;

6. The method of claim 5, wherein said inputting the pile top load and the sedimentation data for each soil layer into a pile body force model to determine the pile body displacement of the rigid pile comprises:

Inputting the pile top load and the sedimentation data of each soil layer into a pile body stress model to obtain a first pile body displacement of a rigid pile, wherein the pile body stress model comprises a side friction resistance model and a pile end resistance model;

updating the side resistance parameters of the side friction resistance model and the pile end resistance parameters of the pile end resistance model according to the first pile body displacement and the sedimentation data of each soil layer to obtain an updated pile body stress model;

inputting the pile top load and the sedimentation data of each soil layer into an updated pile body stress model to obtain second pile body displacement;

taking the second pile body displacement as the pile body displacement of the rigid pile under the condition that the error between the first pile body displacement and the second pile body displacement meets the precision requirement;

7. The method of claim 6, wherein updating the side drag parameters of the side friction drag model and the pile end drag parameters of the pile end drag model based on the first pile body displacement and the sedimentation data for each soil layer comprises:

8. A rigid pile negative frictional resistance evaluation device, comprising:

9. An electronic device, the electronic device comprising:

at least one processor; and

the memory stores a computer program executable by the at least one processor to enable the at least one processor to perform the rigid pile negative friction force assessment method of any one of claims 1-7.

10. A computer readable storage medium storing computer instructions for causing a processor to perform the method of evaluating the negative friction resistance of a rigid pile according to any one of claims 1 to 7.