An analysis method for simulating the influence of soil settlement on a structure

Abstract

The present application relates to the technical field of civil engineering, and particularly provides a method for analyzing the influence of soil settlement on structures, aiming at solving the problem of how to strengthen the buildings predicted to have settlement. The present application comprises: establishing a first model without considering soil settlement and a second model considering soil settlement; comparing and obtaining the mode shape cloud atlas by respectively performing modal analysis on the first model and the second model; fitting the corresponding adjustment strategy for the first model and the second model; respectively performing small earthquake elastic analysis, small earthquake elastic time-history analysis and large earthquake elastic-plastic time-history analysis on the first model and the second model; comparing the results of small earthquake elastic analysis, comparing the results of small earthquake elastic time-history analysis, and comparing the results of large earthquake elastic-plastic time-history analysis; and selectively fitting the corresponding optimization strategy for the second model according to the comparison results. Through the analysis method of the present application, the safety and stability of the target buildings predicted to have settlement can be ensured.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering, and particularly provides a method for analyzing the influence of soil settlement on a structure. BACKGROUND

[0002] With the rapid development of economy, the urban land resources are increasingly scarce, prompting more and more construction activities to expand to the newly filled areas along the coast. According to research data, such newly filled areas along the coast usually need to undergo a natural settlement and deformation process for 5 to 10 years to reach a stable state. However, due to the urgency and forward-looking needs of urban construction planning, most newly filled sites are forced to be put into construction and use within two years, and even more, the time from filling to construction is less than half a year. This situation directly leads to a large number of buildings having to face large-scale continuous settlement of the site during construction and use, thereby causing adverse negative skin friction of pile foundations. At the same time, the continuous settlement of soft soil layers also poses a significant threat to the safety and reliability of the upper structure.

[0003] Therefore, there is a need for a method for analyzing the influence of soil settlement on a structure to solve the above problems. SUMMARY

[0004] The present application aims to solve the above technical problems, i.e., at least one of how to strengthen buildings that are expected to settle and how to ensure the safety and reliability of the upper structure during the settlement of soft soil layers.

[0005] The present application provides a method for analyzing the influence of soil settlement on a structure, the analysis method comprising:

[0006] S1, obtaining the structure parameters of a target building, and establishing a first model not considering soil settlement and a second model considering soil settlement based on the structure parameters, wherein the first model and the second model both increase a preset soil parameter based on the soil-superstructure interaction principle, and the second model increases a preset soil settlement parameter compared to the first model;

[0007] S2, performing modal analysis on the first model and the second model respectively and obtaining mode shape cloud diagrams, comparing the mode shape cloud diagrams, and selectively adapting corresponding adjustment strategies for the first model and the second model based on the comparison results;

[0008] S3, performing small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastic-plastic time history analysis on the first model and the second model respectively;

[0009] S4. Compare the results of small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastic-plastic time history analysis;

[0010] S5. Selectively adapt a corresponding optimization strategy to the second model according to the comparison result.

[0011] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on a structure, the first model is used to simulate a recent situation, wherein the soil in the first model is flush with the foundation surface and the soil in the first model has not settled;

[0012] The second model is used to simulate a long-term situation, wherein the soil of the second model is separated from the foundation surface by a preset distance, and the soil of the second model has settled.

[0013] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure before and after, the process of obtaining the soil settlement parameters includes: obtaining a survey report of the construction site, performing a settlement analysis on the soft soil layer of the construction site according to the survey report, and selecting corresponding soil settlement parameters according to the settlement analysis results.

[0014] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on a structure, the "selectively adapting corresponding adjustment strategies to the first model and the second model based on the comparison results" includes:

[0015] S21, determining whether the similarity between the mode shape cloud diagrams of the first model and the second model reaches a preset similarity value, if so, executing step S22; if not, executing step S23;

[0016] S22: Do not adjust the first model and the second model, and then execute step S3;

[0017] S23: Adjust the first model and / or the second model, and return to execute S2.

[0018] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure before and after, the "adjustment of the first model and / or the second model" includes: analyzing the roof structures of the first model and the second model respectively, evaluating the specific impact of soil settlement on the roof structure in the horizontal and vertical vibration modes, and obtaining a structural adjustment plan.

[0019] In some possible implementation forms of the method for analyzing the influence of soil settlement on a structure before and after the soil settlement, the comparing of the results of the small earthquake elastic time-history analysis includes: extracting the deformation and internal force results of preset key components in the first model and the second model for analysis and comparison.

[0020] In some possible implementation forms of the method for analyzing the influence of soil settlement on a structure before and after the soil settlement, the comparing of the results of the large earthquake elastic-plastic time-history analysis includes:

[0021] In the analysis and comparison of the first model and the second model, the comparison results of the elastic-plastic inter-story drift angles of the components are observed; and / or

[0022] In the analysis and comparison of the first model and the second model, the comparison results of the inter-story shears of the components are observed; and / or

[0023] In the analysis and comparison of the first model and the second model, the elastic-plastic damage conditions of the components are observed and compared.

[0024] In some possible implementation forms of the method for analyzing the influence of soil settlement on a structure before and after the soil settlement, the observation of the elastic-plastic damage conditions of the components and the comparison results include: observing the elastic-plastic damage conditions of the components with relevant horizontal components in the target building and the comparison results, wherein the components with relevant horizontal components include diagonal stairs, diagonal beams, diagonal columns and support roof columns of the target building.

[0025] In some possible implementation forms of the method for analyzing the influence of soil settlement on a structure before and after the soil settlement, the selectively adapting of the corresponding optimization strategy to the second model includes: strengthening the pile top, the pile cap and the upper structure of the second model; and / or, adopting soil backfilling measures for treatment.

[0026] In some possible implementation forms of the method for analyzing the influence of soil settlement on a structure before and after the soil settlement, the treatment of the soil backfilling measures includes: backfilling with premixed fluidized solidified soil, and the first floor slab of the target building is provided with a reserved hole or a rear opening.

[0027] The above one or more technical solutions of the present application have at least one or more of the following advantages

[0028] Advantages:

[0029] (1) By constructing a first model that does not consider soil settlement and a second model that considers soil settlement, and comparing the vibration mode cloud diagrams of the first model and the second model, the accuracy of the constructed model can be verified, thereby effectively improving the reliability of the model. Then, the first model and the second model are subjected to small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastic-plastic time history analysis, respectively, to more comprehensively understand the response characteristics of the target building that has undergone soil settlement under different earthquakes. At the same time, by comparing the analysis results of the first model and the second model, the behavior of the target building under the combined action of settlement and earthquake can be more accurately predicted, and based on the above analysis and comparison results, corresponding optimization strategies can be selected for the second model. When these optimization strategies are verified to be effective in the second model, they can be applied to subsequent construction, that is, the target building can be treated accordingly, thereby helping to ensure the overall safety and stability of the target building;

[0030] (2) Based on the above detailed analysis, the behavior characteristics of the target building under the combined effects of soil settlement and earthquake can be predicted more accurately. By simulating the soil settlement under different site conditions in the near and long term, the specific impact of soil settlement on the overall seismic performance of the structure can be effectively evaluated, providing a scientific basis for the safety assessment of the target building. At the same time, based on the detailed results of the soil settlement analysis of the target building, targeted strengthening measures can be taken to ensure the reliability and safety of the target building and avoid large-scale settlement of the site and adverse negative friction of the pile foundation during the construction and use of the target building. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] The preferred embodiments of the present invention are described below with reference to the accompanying drawings, in which:

[0032] Figure 1 A flowchart of a method for analyzing the impact of simulated soil settlement on a structure provided by an embodiment of the present invention;

[0033] Figure 2 is a schematic diagram of the first model in step S1 of an embodiment of the present invention;

[0034] Figure 3 is a schematic diagram of the second model in step S1 of an embodiment of the present invention;

[0035] Figure 4 This is a schematic diagram of performing a first mode shape analysis on the first model or the second model in step S2 of an embodiment of the present invention;

[0036] Figure 5 This is a schematic diagram of performing a second mode shape analysis on the first model or the second model in step S2 of an embodiment of the present invention;

[0037] Figure 6 Schematic diagram for third mode analysis of the first model or the second model in step S2 of the embodiment of the present application;

[0038] Figure 7 Three-dimensional view for small earthquake elastic time history analysis of the first model in step S3 of the embodiment of the present application;

[0039] Figure 8 Side view for small earthquake elastic time history analysis of the first model in step S3 of the embodiment of the present application;

[0040] Figure 9 Three-dimensional view for small earthquake elastic time history analysis of the second model in step S3 of the embodiment of the present application;

[0041] Figure 10 Side view for small earthquake elastic time history analysis of the second model in step S3 of the embodiment of the present application;

[0042] Figure 11 Three-dimensional view for large earthquake elastic-plastic time history analysis of the first model in step S3 of the embodiment of the present application;

[0043] Figure 12 Side view for large earthquake elastic-plastic time history analysis of the first model in step S3 of the embodiment of the present application;

[0044] Figure 13 Three-dimensional view for large earthquake elastic-plastic time history analysis of the second model in step S3 of the embodiment of the present application;

[0045] Figure 14 Side view for large earthquake elastic-plastic time history analysis of the second model in step S3 of the embodiment of the present application;

[0046] Figure 15 Schematic diagram of overall concrete damage profile for large earthquake elastic-plastic analysis of the first model in step S3 of the embodiment of the present application;

[0047] Figure 16 Schematic diagram of overall concrete damage profile for large earthquake elastic-plastic analysis of the second model in step S3 of the embodiment of the present application;

[0048] Figure 17 Schematic diagram for analysis of preset key components in step S3 of the embodiment of the present application;

[0049] Figure 18 Schematic diagram for strengthening of the pile top structure of the second model in step S5 of the embodiment of the present application;

[0050] Figure 19A schematic diagram of the soil body backfilling treatment in step S5 of the embodiment of the present application.

[0051] Reference signs:

[0052] 10, settlement simulation area; 20, pile cap; 30, cast-in-place pile; 40, long and short longitudinal reinforcement; 50, pile foundation; 60, first floor slab. DETAILED DESCRIPTION

[0053] The preferred embodiments of the present application will be described below with reference to the accompanying drawings. Those skilled in the art will understand that these embodiments are only used to explain the technical principles of the present application, and are not used to limit the protection scope of the present application. Those skilled in the art can make adjustments as needed to adapt to specific application occasions. In order to better illustrate the present application, numerous specific details are given in the following detailed description. Those skilled in the art will understand that the present application can also be implemented without certain specific details.

[0054] As shown in Figure 1 , Figure 1 is a main step flowchart of a method for analyzing the influence of soil body settlement on structure provided by the present application. The analysis method provided by the present application includes:

[0055] S1, obtaining the structure parameters of a target building, and establishing a first model not considering the soil body settlement and a second model considering the soil body settlement based on the structure parameters, wherein the first model and the second model both increase preset soil body parameters based on the soil-structure interaction principle, and the second model increases preset soil body settlement parameters compared with the first model.

[0056] It should be noted that the first model constructed as a reference model can reflect the structural response of the building without considering the soil body settlement, providing an important reference for subsequent analysis and comparison. The second model constructed by introducing the soil body settlement parameters more comprehensively considers the interaction between the soil body and the structure, especially in terms of the influence of foundation settlement on the safety of the structure, providing more accurate simulation and prediction. In addition, during construction, by inputting the real-time updated soil body settlement parameters into the second model, the settlement monitoring work can be effectively carried out, and by monitoring the soil body settlement in real time, potential safety hazards can be discovered and handled in time.

[0057] Specifically, please refer to Figure 2 , the first model is used to simulate the recent situation, wherein the soil body of the first model is flush with the pile cap surface, and the soil body of the first model has not settled. In addition, during the process of constructing the model, if there is a significant difference between the pile cap surface of the construction site and the pile top elevation, in order to improve the accuracy and practicability of the model, different pile top elevations can be set in the model to be considered.

[0058] Please refer to Figure 3 , the second model is used to simulate the long-term situation, wherein the soil body of the second model is separated from the pile cap surface by a preset distance, and the soil body of the second model has a large settlement, and the preset distance between the soil body and the pile cap surface is selected according to the actual situation, for example, the soil body is separated from the pile cap surface by 3 meters, in other words, the soil body is separated from the pile cap surface by 3 meters, for details, see Figure 3 the settlement simulation area 10 of the second model.

[0059] In addition, the process of obtaining the soil settlement parameters in step S1: the survey report of the construction site can be obtained, the settlement of the soft soil layer of the construction site is analyzed according to the survey report, and the corresponding soil settlement parameters are selected according to the settlement analysis results. In this way, it not only relies on theory or experience, but also closely combines the actual data in the survey report and deeply analyzes the settlement of the soft soil layer of the construction site.

[0060] Further, according to the estimated results of the actual post-construction settlement, and fully considering the factors of the actual construction period, a soil layer settlement parameter closer to the actual situation is selected to input the model. This approach ensures that the second model can more accurately reflect the actual situation when simulating and predicting soil settlement, providing strong support for subsequent decision-making and measures.

[0061] S2, modal analysis is performed on the first model and the second model respectively, and mode shape cloud diagrams are obtained, the mode shape cloud diagrams are compared, and based on the comparison results, the first model and the second model are selectively adapted to the corresponding adjustment strategy.

[0062] It can be understood that the first model is a benchmark model without considering soil settlement, and the modal analysis results and mode shape cloud diagrams provide the vibration characteristics of the target building in an ideal state. The second model considers the soil settlement factor, and by comparing the mode shape cloud diagrams of the first model and the second model, the influence of soil settlement on structural vibration characteristics can be intuitively seen, thereby verifying the accuracy of the second model considering the settlement situation in simulating the actual engineering situation.

[0063] In step S2, specifically, based on the comparison results, selectively adapting the first model and the second model to the corresponding adjustment strategy includes:

[0064] S21, judging whether the similarity of the mode shape cloud diagrams of the first model and the second model reaches a preset similarity value, if yes, executing step S22; if no, executing step S23.

[0065] It should be noted that the first three order modes of modal analysis, as the vibration modes corresponding to the first three natural frequencies of the structure, can generally reveal the main vibration characteristics of the structure that are most likely to resonate when subjected to external excitation, and these modes are exhibited in the form of mode shape cloud diagram, which can help construction personnel understand the dynamic response of the structure intuitively. Therefore, when evaluating the similarity of the mode shape cloud diagrams of the first model and the second model, the first three order modes can be focused on first, as shown in Figure 4 to Figure 6 which can generally reflect the main differences or similarities in vibration behavior between the first model and the second model. Of course, the specific needs of different construction scenarios may vary, for example, it is necessary to analyze the vibration characteristics of the structure more deeply, in which case the fourth order and above modes are also indispensable part of evaluating the similarity of the mode shape cloud diagrams of the first model and the second model. Therefore, when judging the similarity of the mode shape cloud diagrams of the first model and the second model, although the first three order modes provide key information, the fourth order and above modes also need to be selectively investigated according to specific needs.

[0066] S22, without adjusting the first model and the second model, executing step S3 again.

[0067] In other words, the similarity of the mode shape cloud diagrams of the first model and the second model reaches the preset similarity value (the preset similarity value can be set according to actual conditions, for example, the preset similarity value can be 90%), which means that the mode shape cloud diagrams of the first model and the second model are basically consistent visually, so it can be inferred that the settlement of the soil mass does not cause substantial changes to the basic characteristics of the structure, and based on this conclusion, there is no need to make additional adjustments or corrections to the first model and the second model, and then the subsequent step S3 can be smoothly proceeded to continue the established analysis process.

[0068] It should be noted that after comparing the modal analysis results and the mode shape cloud diagrams, although the bottom constraint of the second model becomes weaker and the overall stiffness becomes softer after the settlement of the soil mass, due to the substantial consistency of the first model and the second model, the consistency of the mode shape cloud diagrams means that the vibration form of the structure under dynamic load has not changed significantly, which usually means that the overall stiffness of the structure has not been greatly reduced due to the settlement of the soil mass. It can be seen that under the current settlement of the soil mass, the vibration characteristics of the structure remain stable, which not only verifies the rationality of the model design, but also highlights the accuracy and reliability of the model, so there is no need to make additional adjustments or corrections to the first model and the second model.

[0069] S23, adjusting the first model and / or the second model, and returning to execute S2.

[0070] In other words, the similarity between the mode shape cloud diagrams of the first model and the second model does not reach the preset similarity value, which means that there are obvious visual differences between the mode shape cloud diagrams of the first model and the second model, and this difference may reflect the different dynamic behavior of the structure. As an intuitive expression of the modal analysis results, the mode shape cloud diagram can reveal the vibration form and displacement distribution of the structure at a specific frequency. The inconsistency of the mode shape cloud diagram may mean that the performance or characteristics of the structure in certain aspects have changed. Therefore, it is necessary to adjust the first model and / or the second model, and then perform modal analysis and comparison on the adjusted first and second models again until the mode shape cloud diagrams of the first and second models are basically consistent, and then proceed with the subsequent analysis process.

[0071] Furthermore, when adjusting the first model and / or the second model, adjustment strategies such as verifying model input parameters, optimizing structural design, and adjusting soil parameters can be adopted, wherein optimizing structural design includes adjusting structural parameters, adjusting structural layout, strengthening structural stiffness, etc.

[0072] Specifically, the roof structures of the first model and the second model can be analyzed separately to evaluate the specific impact of soil settlement on the horizontal and vertical vibration modes of the roof structure, and obtain a structural adjustment plan.

[0073] It's important to note that the roof structure, as a core and sensitive component of a building, plays a crucial role in the stability and safety of the overall structure. Even small changes caused by environmental factors like soil settlement can significantly impact the vibration modes and displacement distribution of the roof structure. Therefore, by conducting a thorough and detailed analysis of the specific changes in the roof structure's horizontal and vertical vibration modes, we can accurately capture the impact of soil settlement on the roof structure, providing an effective scientific basis for subsequent structural adjustments. Furthermore, based on the analysis results of the roof structure, targeted structural adjustment plans can be developed, helping to ensure the accuracy of the model.

[0074] S3. Perform small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastic-plastic time history analysis on the first model and the second model respectively.

[0075] Specifically, see Figure 7 to Figure 10 Step S3 includes: performing small earthquake elastic analysis and small earthquake elastic time history analysis on the first model and the second model respectively.

[0076] It should be noted that small earthquake elastic analysis is the basis for small earthquake elastic time history analysis. Before conducting small earthquake elastic time history analysis, it is usually necessary to conduct small earthquake elastic analysis first to understand the basic seismic performance of the structure in the elastic stage.

[0077] Compared with the first model, the second model is more accurate and reliable in analyzing the response of the target building under the combined action of earthquakes and soil settlement, whether it is small earthquake elastic analysis or small earthquake elastic time-history analysis. In small earthquake elastic analysis, the second model needs to consider the influence of soil settlement on the stress and deformation of the target building in addition to evaluating the response of the target building within the elastic range. In small earthquake elastic time-history analysis, the second model needs to consider the influence of soil settlement on the dynamic performance of the target building in addition to focusing on the time-history response of the target building under the action of seismic waves.

[0078] Please refer to Figure 11 to Figure 16 , step S3 also includes performing large earthquake elastic-plastic time-history analysis on the first model and the second model respectively.

[0079] It should be noted that in large earthquake elastic-plastic time-history analysis, the structural response of the first model is mainly affected by the earthquake action, and the structure may appear plastic hinge, experience elastic-plastic deformation, and dissipate energy. The structural response of the second model is not only affected by the earthquake action, but also significantly affected by soil settlement, and soil settlement may lead to more complex and variable responses of the structure under the action of earthquakes.

[0080] Compared with the first model, the second model considering soil settlement has higher complexity and accuracy in large earthquake elastic-plastic time-history analysis, and can more accurately reflect the response characteristics of the target building under the combined action of earthquakes and soil settlement, which helps to provide more accurate and reliable basis for the seismic performance evaluation, reinforcement design and foundation treatment of the target building.

[0081] S4, comparing the results of small earthquake elastic analysis, comparing the results of small earthquake elastic time-history analysis, and comparing the results of large earthquake elastic-plastic time-history analysis.

[0082] Specifically, please refer to Figure 7 to Figure 10 , step S4 includes comparing the results of small earthquake elastic analysis and comparing the results of small earthquake elastic time-history analysis. For example, the results of small earthquake elastic analysis of the first model and the second model can be compared, Figure 7 and the results of small earthquake elastic time-history analysis of the first model and the second model can be compared, Figure 9 and Figure 8 . Figure 10

[0083] Among them, by comparing the results of small earthquake elastic analysis of the first model and the second model, the influence of soil settlement on the seismic response of the structure can be evaluated, providing a basis for structural design and optimization, and also helping to find weak parts of the structure and potential risks that may be ignored without considering soil settlement. On this basis, by comparing the results of small earthquake elastic time-history analysis of the first model and the second model, the influence of soil settlement on the dynamic response of the structure can be further evaluated, providing a deeper understanding for the seismic design and optimization of the structure. ​

[0084] Further, referring to Figure 17 , the deformation and internal force results of the preset key components in the first model and the second model are extracted for analysis and comparison, and the pile top shear force and bending moment are focused on. By comparing the deformation and internal force results of the preset key components in the first model and the second model, the influence of soil settlement on the stress state of the components can be evaluated, which helps to find the weak links and potential risks of the key components under earthquake action, provides basis for structure reinforcement and optimization, and through comparison of the analysis results of different models, the influence of soil settlement on the overall performance of the structure can be better understood.

[0085] When focusing on the pile top shear force and bending moment of the preset key components, by comparing the results of the pile top shear force and bending moment of the preset key components in the first model and the second model, the influence of soil settlement on the stress state of the pile foundation can be evaluated, which helps to find the weak links and potential risks of the pile foundation under earthquake action, provides basis for pile foundation reinforcement and optimization, and through comparison of the analysis results of different models, the influence of soil settlement on the stress state of the pile foundation can be better understood, providing more accurate theoretical support for pile foundation design.

[0086] In a specific embodiment, the internal forces of the key components defined in the performance-based design of the structure (such as key structural columns, support steel roof components) can be compared, and according to the comparison and analysis results, strengthening measures for the key components (key structural columns, support steel roof components) can be proposed. For example, when the key structural column is a cast-in-place pile, the pile top bending moment internal force value of the cast-in-place pile can be adjusted accordingly to adjust the elevation of the pile cap and the elevation of the foundation pull beam, and the pile top of the cast-in-place pile can be structurally strengthened.

[0087] Referring to Figure 11 to Figure 16 , step S4 further includes comparing the results of the large earthquake elastic-plastic time history analysis. For example, the results of Figure 11 and Figure 13 can be compared, the results of Figure 12 and Figure 14 can be compared, and the results of Figure 15 and Figure 16 can be compared.

[0088] By comparing the results of the first model and the second model in the large earthquake elastic-plastic time history analysis, the specific influence of soil settlement on the dynamic response and seismic performance of the structure under large earthquake action can be intuitively revealed. This comparison and analysis not only clearly shows the structural impact of soil settlement, but also provides a basis for subsequent design optimization according to the specific degree of influence of soil settlement on the performance of the structure.

[0089] Further, when analyzing and comparing the first model and the second model, the comparison results of the elastic-plastic interlayer displacement angle of the member are observed. By comparing the elastic-plastic interlayer displacement angle of the member in the first model and the second model, the specific influence of the soil settlement on the displacement response of the structure under the action of the earthquake can be intuitively shown, and by comparing the numerical values of the displacement angles of the two models, the influence degree of the soil settlement on the displacement response of the structure can be quantified, so that the deformation of the structure under the action of the earthquake can be more accurately grasped, and a basis for subsequent design optimization is provided. For example, by comparing the displacement angle distribution and numerical value in the two models, the weak links of the structure under the action of the earthquake can be found, which may be regions or members with excessive displacement angle, and targeted strengthening measures need to be taken to improve the seismic performance.

[0090] Further, when analyzing and comparing the first model and the second model, the comparison results of the interlayer shear force of the member are observed. By comparing the interlayer shear force of the member in the first model and the second model, how the soil settlement affects the shear force distribution of the structure under the action of the earthquake can be intuitively seen, and by quantitatively comparing the numerical values of the interlayer shear forces in the two models, the influence degree of the soil settlement on the performance of the structure can be more accurately evaluated, so that the stress state of the structure under the action of the earthquake can be more comprehensively understood, and a basis for subsequent design optimization is provided. For example, by comparing the interlayer shear force distribution and numerical value in the two models, the weak parts of the structure under the action of the earthquake can be found, which may be regions or members with excessive shear force, and targeted strengthening measures need to be taken to improve the seismic performance.

[0091] Further, when analyzing and comparing the first model and the second model, the comparison results of the elastic-plastic damage of the member are observed. By comparing the elastic-plastic damage of the member in the two models, how the soil settlement affects the damage distribution and degree of the structure under the action of the earthquake can be intuitively seen, and by comparing the damage values or damage indexes in the two models, the influence of the soil settlement on the damage degree of the structure can be quantified, so that the damage state of the structure under the action of the earthquake can be more accurately understood, and a basis for subsequent design optimization is provided. For example, by comparing the damage in the two models, the weak members of the structure under the action of the earthquake can be found, which may be regions or members with serious damage degree, and targeted strengthening measures need to be taken to improve the seismic performance.

[0092] Specifically, the elastic-plastic damage conditions of components with relevant horizontal components in the target building are observed and compared, including the diagonal stairs, diagonal beams, diagonal columns and support roof columns of the target building. Since components with relevant horizontal components often bear complex stress states under the action of earthquakes, they not only bear vertical loads, but also may bear horizontal shear forces and bending moments. This complex stress state may cause the components to be more prone to elastic-plastic damage during earthquakes, so observing the damage conditions of these components is crucial for evaluating the overall seismic performance of the structure. Moreover, observing the damage conditions of components with relevant horizontal components can provide important guidance for structural design and reinforcement, and by analyzing the damage modes and failure mechanisms of these components, weak areas and potential failure modes in the structure can be found, so that targeted design optimization and reinforcement treatment can be carried out.

[0093] S5, according to the comparison result, selectively adapting a corresponding optimization strategy for the second model. Specifically, considering appropriate design strategies and construction measures based on the comparison of the simulated settlements of the first model and the second model, through the analysis of the influence of soil settlement on the structure before and after the settlement, the long-term settlement of the soil has a certain enhancement on the seismic response of the structure, and appropriate strengthening of the pile top, pile cap and upper structure considering the results of soil voiding analysis is required, and long-term treatment conditions are reserved for future treatment when serious voiding occurs.

[0094] Further, referring to Figure 18 , selectively adapting a corresponding optimization strategy for the second model includes strengthening the pile top, pile cap and upper structure of the second model. By strengthening the pile top, pile cap 20 and upper structure, the bearing capacity of the structure can be significantly improved, so that it can better resist the additional load brought by soil settlement, which helps to ensure the safety and stability of the structure in long-term use. For example, long and short longitudinal reinforcement 40 is used to strengthen the pile top in the area of the cast-in-place pile 30, and the combination of long and short longitudinal reinforcement 40 can optimize the stress distribution. Longitudinal reinforcement mainly bears the load of deep soil, while short reinforcement mainly bears the load of shallow soil. This combination makes the stress distribution in the pile top area more uniform, reducing the phenomenon of stress concentration, thereby improving the bending performance of the pile top.

[0095] Further, selectively adapting a corresponding optimization strategy for the second model includes using soil backfilling measures for treatment. Soil backfilling can maintain the stability of the groundwater level, thereby reducing the increase in the effective self-weight stress of the foundation soil, avoiding the occurrence of foundation soil consolidation and settlement, and through soil backfilling, the bearing capacity and stability of the foundation soil layer can be enhanced, thereby improving the stability and seismic performance of the entire building structure.

[0096] In particular, please refer to Figure 19 , the pre-mixed fluidified solidified soil is used for backfilling to reinforce the pile top area of the pile foundation 50, and the first floor slab 60 of the target building is provided with a reserved hole or a post-opening. In other words, the soil backfilling measure can use the pre-mixed fluidified solidified soil with good fluidity, and the first floor slab can be designed with a reserved hole or a post-opening measure. Among them, the pre-mixed fluidified solidified soil has excellent fluidity and can be smoothly and efficiently transported through a pipeline or a pumping system. This fluidity advantage greatly promotes the efficiency of the soil backfilling operation, significantly shortens the construction period, and effectively reduces the labor cost investment. More importantly, thanks to its excellent fluidity, the pre-mixed fluidified solidified soil can easily fill the reserved hole or the post-opening, eliminating the cumbersome compaction and vibration steps, thereby further accelerating the construction process and reducing the technical difficulty of construction.

[0097] In addition, the soil settlement under the building can be monitored in a destructive or non-destructive manner, and different levels of reinforcement measures can be taken according to the monitored settlement. If the building uses a pipe pile foundation, the analysis results of the influence of soil settlement on the structure before and after the simulation can provide important reference data for the selection of pipe pile diameter and wall thickness.

[0098] As can be seen from the above, by constructing the first model without considering soil settlement and the second model considering soil settlement, and comparing the mode shape cloud diagrams of the first model and the second model, the accuracy of the constructed model can be verified, thereby effectively improving the reliability of the model. Then, the first model and the second model are respectively subjected to small earthquake elastic analysis, small earthquake elastic time history analysis and large earthquake elastic-plastic time history analysis, which can more comprehensively understand the response characteristics of the target building under different seismic actions after the soil settlement has occurred. At the same time, by comparing the analysis results of the first model and the second model, the behavior of the target building under the combined action of settlement and earthquake can be more accurately predicted, and based on the above analysis and comparison results, the corresponding optimization strategies can be selected for the second model, when these optimization strategies are verified effective in the second model, they can be applied to subsequent construction, that is, the target building is treated accordingly, thereby helping to ensure the overall safety and stability of the target building.

[0099] Meanwhile, on the basis of the detailed analysis, the behavior characteristics of the target building under the combined action of soil settlement and earthquake can be more accurately predicted, and by simulating the soil settlement under different site conditions in the short term and long term, the specific influence of soil settlement on the overall seismic performance of the structure can be effectively evaluated, thereby providing a scientific basis for the safety evaluation of the target building. Meanwhile, based on the detailed results of the soil settlement analysis of the target building, targeted strengthening measures can be taken, which is beneficial to ensure that the target building can be reliable and safe, and to avoid large-scale settlement of the site, adverse negative friction of the pile foundation and other situations during the construction and use of the target building. The method for analyzing the influence of the structure before and after the simulation of soil settlement can be widely applied to the construction scenes of the pure basement structure and the stadium frame structure in the coastal soft soil area, and the like, which are obviously affected by the soil effect.

[0100] Up to now, the technical solution of the present application has been described in combination with the preferred embodiments shown in the drawings, but it is easy for those skilled in the art to understand that the protection scope of the present application is obviously not limited to these specific embodiments. Those skilled in the art can make equivalent changes or replacements to the related technical features without departing from the principles of the present application, and the technical solutions after the changes or replacements will fall within the protection scope of the present application.

Claims

1. A method for analyzing the influence of soil settlement on a structure, characterized by, The analysis method comprises: S1, obtaining structure parameters of a target building, and establishing a first model not considering soil settlement and a second model considering soil settlement based on the structure parameters, wherein the first model and the second model are both based on the soil-structure principle and increase preset soil parameters, and the second model increases a preset soil settlement parameter compared with the first model; S2, performing modal analysis on the first model and the second model respectively and obtaining mode shape cloud diagrams, comparing the mode shape cloud diagrams, and selectively adapting corresponding adjustment strategies for the first model and the second model based on the comparison result; S3, performing small earthquake elastic analysis, small earthquake elastic time-history analysis and large earthquake elastic-plastic time-history analysis on the first model and the second model respectively; S4, comparing the small earthquake elastic analysis results, comparing the small earthquake elastic time-history analysis results, and comparing the large earthquake elastic-plastic time-history analysis results; S5, selectively adapting corresponding optimization strategies for the second model according to the comparison result.

2. The method of claim 1, wherein The first model is used to simulate a recent condition, wherein the soil of the first model is flush with the pile cap surface, and the soil of the first model has not settled; The second model is used to simulate a long-term condition, wherein the soil of the second model is separated from the pile cap surface by a preset distance, and the soil of the second model has settled.

3. The method of claim 1, wherein the method is characterized by: The process of obtaining the soil settlement parameter comprises: Obtaining a survey report of a construction site, performing settlement analysis on soft soil layers of the construction site according to the survey report, and selecting a corresponding soil settlement parameter according to the settlement analysis result.

4. The method of claim 1, wherein the method is characterized by: The "selectively adapting corresponding adjustment strategies for the first model and the second model based on the comparison result" comprises: S21, judging whether the similarity of the mode shape cloud diagrams of the first model and the second model reaches a preset similarity value, if yes, performing step S22, and if no, performing step S23; S22, not adjusting the first model and the second model, and returning to perform step S3; S23, adjusting the first model and / or the second model, and returning to perform S2.

5. The method according to claim 4, wherein The "adjusting the first model and / or the second model" comprises: Performing analysis on the roof structures of the first model and the second model respectively, evaluating the specific influence of soil settlement on the horizontal and vertical vibration mode of the roof structure, and obtaining a structure adjustment scheme.

6. The method of claim 1, wherein the method is characterized by: The "comparing the small earthquake elastic time-history analysis results" comprises: Extracting the deformation and internal force results of preset key components in the first model and the second model for analysis and comparison.

7. The method of claim 1, wherein the method is characterized by: The "comparing the large earthquake elastic-plastic time-history analysis results" comprises: When analyzing and comparing the first model and the second model, observing the comparison result of the elastic-plastic inter-story drift angle of the components; and / or When analyzing and comparing the first model and the second model, observing the comparison result of the inter-story shear force of the components; and / or When analyzing and comparing the first model and the second model, observing the elastic-plastic damage situation and the comparison result of the components.

8. The method according to claim 7, wherein The "observing the elastic-plastic damage condition of the component and comparing the result" includes: observing the elastic-plastic damage condition of the component with the relevant horizontal component in the target building and comparing the result, wherein the component with the relevant horizontal component includes the diagonal stair, the diagonal beam, the diagonal column and the support roof column of the target building.

9. The method of claim 1, wherein the method is characterized by: The "selectively adapting the corresponding optimization strategy for the second model" includes: strengthening the pile top, the pile cap and the superstructure of the second model; and / or adopting the soil backfilling treatment.

10. The method for analyzing the impact of simulated soil settlement on a structure according to claim 9, characterized in that: The "adopting the soil backfilling treatment" includes: adopting the premixed fluid solidified soil for backfilling, and the first floor slab of the target building is provided with the reserved hole or the rear opening hole.

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