Method for analyzing influence on structure before and after simulation of soil settlement

Abstract

The invention relates to the technical field of civil engineering, particularly provides a method for analyzing the influence on a structure before and after simulating soil settlement, and aims to solve the problem of how to reinforce a building which is estimated to be settled. The method comprises the following steps: establishing a first model without considering a soil body settlement situation and a second model considering the soil body settlement situation; modal analysis and comparison are carried out on the first model and the second model, a vibration mode cloud picture is obtained, and corresponding adjustment strategies are adapted to the first model and the second model; respectively carrying out small-earthquake elasticity analysis, small-earthquake elasticity time-history analysis and large-earthquake elastoplasticity time-history analysis on the first model and the second model; comparing small-earthquake elasticity analysis results, small-earthquake elasticity time-history analysis results and large-earthquake elastic-plasticity time-history analysis results; and selectively adapting a corresponding optimization strategy to the second model according to the comparison result. Through the analysis method provided by the invention, the safety and stability of the target building which is estimated to be settled can be ensured.

Description

Technical Field

[0001] The invention relates to the technical field of civil engineering, and specifically provides an analysis method for simulating the influence of soil body settlement on a structure. Background Art

[0002] With the rapid development of the economy, urban land resources are becoming increasingly scarce, prompting more and more construction activities to turn to the expansion of newly filled coastal areas. According to research data, such newly filled coastal areas usually need to undergo 5 to 10 years of natural settlement and deformation before they can reach a stable state. However, given the urgency and forward-looking needs of urban construction planning, most newly filled sites are often forced to be put into construction and use within just two years. What's more, the time from the completion of filling to the start of construction is less than half a year. This situation directly leads to a large number of buildings having to face the problem of continued large-scale settlement of the site during construction and use, which in turn causes adverse negative friction in the pile foundation. At the same time, the continuous settlement of the soft soil layer also poses a significant threat to the safety and reliability of the upper structure.

[0003] Therefore, an analysis method that simulates the impact of soil settlement on the structure is needed to solve the above problems. Summary of the invention

[0004] The present invention aims to solve the above technical problems, namely, to solve at least one of the problems of how to strengthen a building that is expected to sink and how to ensure the safety and reliability of the superstructure during the settlement of the soft soil layer.

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

[0006] S1. Obtaining structural parameters of a target building, and establishing a first model without considering soil settlement and a second model considering soil settlement based on the structural parameters, wherein both the first model and the second model add preset soil parameters based on the soil-structure common principle, and compared with the first model, the second model adds preset soil settlement parameters;

[0007] S2, performing modal analysis on the first model and the second model respectively to obtain mode shape cloud maps, comparing the mode shape cloud maps, and selectively adapting corresponding adjustment strategies to 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 elastoplastic 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. According to the comparison result, selectively adapt a corresponding optimization strategy to the second model.

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

[0012] The second model is used to simulate long-term conditions, 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 the structure, the "selectively adapting the first model and the second model to the corresponding adjustment strategy based on the comparison result" 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 "adjusting 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 horizontal and vertical vibration modes, and obtaining a structural adjustment plan.

[0019] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure before and after, the "comparison of small earthquake elastic time-history analysis results" 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 feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure, the "comparison of large earthquake elastoplastic time history analysis results" includes:

[0021] When analyzing and comparing the first model and the second model, a comparison result of the elastic-plastic interlayer displacement angle of the component is observed; and / or

[0022] Analyzing and comparing the first model and the second model, observing the comparison results of the interlayer shear force of the components; and / or

[0023] When analyzing and comparing the first model and the second model, the elastic-plastic damage of the component and the comparison results are observed.

[0024] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure before and after, the "observation of the elastic-plastic damage of components and comparison results" includes: observing the elastic-plastic damage of components with relevant horizontal components in the target building and comparing the results, wherein the components with relevant horizontal components include inclined stairs, inclined beams, inclined columns and supporting roof columns of the target building.

[0025] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure, the "selectively adapting the corresponding optimization strategy for the second model" includes: strengthening the pile top, pedestal and superstructure of the second model; and / or, adopting soil backfilling measures for treatment.

[0026] In some feasible implementations of the above-mentioned method for analyzing the impact of simulated soil settlement on the structure, the "treatment by soil refilling measures" includes: refilling with premixed fluidized solidified soil, and the first floor slab of the target building is provided with reserved holes or post-opening holes.

[0027] The above one or more technical solutions of the present invention have at least one or more of the following Beneficial effects:

[0028] (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 respectively subjected to small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis, so as to have a more comprehensive understanding of the response characteristics of the target building under different earthquakes where 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 to be 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;

[0029] (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, and 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 that the target building can be reliable and safe, 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

[0030] The preferred embodiments of the present invention are described below in conjunction with the accompanying drawings, in which:

[0031] Figure 1 A flowchart of a method for analyzing the influence of soil settlement on a structure before and after simulation provided by an embodiment of the present invention;

[0032] Figure 2 is a schematic diagram of a first model in step S1 of an embodiment of the present invention;

[0033] Figure 3 is a schematic diagram of a second model in step S1 of an embodiment of the present invention;

[0034] Figure 4 A schematic diagram of performing a first vibration mode analysis on the first model or the second model in step S2 of an embodiment of the present invention;

[0035] Figure 5 A schematic diagram of performing a second vibration mode analysis on the first model or the second model in step S2 of an embodiment of the present invention;

[0036] Figure 6 It is a schematic diagram of performing a third vibration mode analysis on the first model or the second model in step S2 of an embodiment of the present invention;

[0037] Figure 7 A three-dimensional view of a small earthquake elastic time history analysis performed on the first model in step S3 of the embodiment of the present invention;

[0038] Figure 8 A side view of the first model in step S3 of the embodiment of the present invention performing small earthquake elastic time history analysis;

[0039] Fig. 9 A three-dimensional view of a small earthquake elastic time history analysis performed on the second model in step S3 of the embodiment of the present invention;

[0040] Fig.10 A side view of the second model in step S3 of the embodiment of the present invention performing small earthquake elastic time history analysis;

[0041] Fig.11 A three-dimensional view of a large earthquake elastoplastic time history analysis of the first model in step S3 of the embodiment of the present invention;

[0042] Fig.12 A side view of the first model in step S3 of the embodiment of the present invention undergoing large earthquake elastoplastic time history analysis;

[0043] Fig.13 A three-dimensional view of a large earthquake elastoplastic time history analysis of the second model in step S3 of the embodiment of the present invention;

[0044] Fig.14 A side view of the second model in step S3 of the embodiment of the present invention undergoing large earthquake elastoplastic time history analysis;

[0045] Fig.15 This is a schematic diagram of overall concrete damage overview when performing large earthquake elastoplastic analysis on the first model in step S3 of an embodiment of the present invention;

[0046] Fig.16 This is a schematic diagram of overall concrete damage overview when the second model in step S3 of the embodiment of the present invention is subjected to large earthquake elastoplastic analysis;

[0047] Fig.17 This is a schematic diagram of analyzing the preset key components in step S3 of an embodiment of the present invention;

[0048] Fig.18 It is a schematic diagram of strengthening the pile top structure of the second model in step S5 of an embodiment of the present invention;

[0049] Fig.19It is a schematic diagram of the treatment by adopting soil backfilling measures in step S5 of an embodiment of the present invention.

[0050] Reference numerals:

[0051] 10. Settlement simulation area; 20. Capping platform; 30. Cast-in-place piles; 40. Long and short longitudinal reinforcements; 50. Pile foundation; 60. First floor slab. DETAILED DESCRIPTION

[0052] The preferred embodiments of the present invention are described below with reference to the accompanying drawings. It should be understood by those skilled in the art that these embodiments are only used to explain the technical principles of the present invention and are not used to limit the scope of protection of the present invention. Those skilled in the art can make adjustments as needed to adapt to specific applications. In order to better illustrate the present invention, numerous specific details are given in the specific embodiments below. It should be understood by those skilled in the art that the present invention can also be implemented without certain specific details.

[0053] like Figure 1 As shown, Figure 1 The main steps of a method for analyzing the influence of soil settlement on a structure before and after the soil settlement is simulated according to the present invention are shown in the flowchart. The analysis method provided by the present invention includes:

[0054] S1. Obtain the structural parameters of the target building, and establish a first model that does not consider the soil settlement situation and a second model that considers the soil settlement situation based on the structural parameters, wherein both the first model and the second model add preset soil parameters based on the soil-structure common principle, and compared with the first model, the second model adds preset soil settlement parameters.

[0055] It should be noted that the first model constructed as a benchmark model can reflect the structural response of the building without considering the soil settlement, providing an important reference for subsequent analysis and comparison. The second model constructed, by introducing soil settlement parameters, more comprehensively considers the interaction between soil and structure, especially in terms of the impact of foundation settlement on structural safety, providing more accurate simulation and prediction. In addition, during construction, by entering the real-time updated soil settlement parameters into the second model, settlement monitoring can be effectively carried out, and by real-time monitoring of soil settlement, potential safety hazards can be discovered and dealt with in a timely manner.

[0056] Specifically, see Figure 2 The first model is used to simulate the recent situation, in which the soil of the first model is flush with the foundation surface and the soil of the first model has not settled. In addition, in the process of model construction, if there is a significant difference between the foundation surface and the pile top elevation of the construction site, in order to improve the accuracy and practicality of the model, different pile top elevations can be set in the model for consideration.

[0057] See also Figure 3 The second model is used to simulate the long-term situation. The soil of the second model is separated from the support surface by a preset distance, and the soil of the second model has undergone a large settlement. The preset distance between the soil and the support surface is selected according to the actual situation. For example, the soil is 3 meters away from the support surface. In other words, the soil is 3 meters away from the support surface. For details, see Figure 3 The settlement simulation area is 10.

[0058] In addition, the process of obtaining the soil settlement parameters in step S1 can be: by obtaining the survey report of the construction site, performing 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. In the above manner, it does not only rely on theory or experience, but is closely combined with the actual data in the survey report, and conducts an in-depth analysis of the settlement of the soft soil layer of the construction site.

[0059] Furthermore, based on the estimated results of actual post-construction settlement and taking into full consideration the actual construction period, a soil settlement parameter that is closer to the actual situation is selected to input into 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 decisions and measures.

[0060] S2. Perform modal analysis on the first model and the second model respectively and obtain mode shape cloud maps, compare the mode shape cloud maps, and selectively adapt corresponding adjustment strategies for the first model and the second model based on the comparison results.

[0061] It can be understood that the modal analysis results and mode shape cloud diagram of the first model, as a benchmark model that does not consider soil settlement, provide the vibration characteristics of the target building under ideal conditions. The second model takes soil settlement into consideration. By comparing the mode shape cloud diagrams of the first and second models, the influence of soil settlement on the vibration characteristics of the structure can be intuitively seen, thereby verifying the accuracy of the second model considering settlement in simulating actual engineering conditions.

[0062] In step S2, specifically, based on the comparison result, selectively adapting the corresponding adjustment strategy for the first model and the second model includes:

[0063] 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.

[0064] It should be noted that the first three vibration modes of modal analysis, as the vibration modes corresponding to the first three natural frequencies of the structure, can usually reveal the main vibration characteristics of the structure that are most likely to resonate when subjected to external excitation. These vibration modes are presented in the form of vibration mode cloud diagrams, which can intuitively help construction personnel understand the dynamic response of the structure. Therefore, when evaluating the similarity of the vibration mode cloud diagrams of the first model and the second model, we can first focus on the first three vibration modes, such as Figures 4 to 6 As shown, they can often reflect the main differences or similarities in the vibration behavior between the first model and the second model in a general way. Of course, the specific needs of different construction scenarios will also be different. For example, a more in-depth analysis of the vibration characteristics of the structure is required. In this case, the fourth-order and higher vibration modes are also an indispensable part of evaluating the similarity of the vibration mode cloud diagrams between the first model and the second model. Therefore, when judging the similarity of the vibration mode cloud diagrams of the first model and the second model, although the first three vibration modes provide key information, it is also necessary to selectively examine the fourth-order and higher vibration modes according to specific needs.

[0065] S22: Do not adjust the first model and the second model, and then execute step S3.

[0066] In other words, the similarity between the vibration mode cloud diagrams of the first model and the second model reaches a 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 vibration mode cloud diagrams of the first model and the second model are basically consistent visually, so it can be inferred that the soil settlement has not caused essential changes to the basic characteristics of the structure. Based on this conclusion, there is no need to make additional adjustments or corrections to the first model and the second model. Subsequently, it can be smoothly advanced to the subsequent step S3 to continue to execute the established analysis process.

[0067] It should be noted that after comparing the modal analysis results and the vibration mode cloud diagram, although the bottom constraint of the second model will become weaker and the overall stiffness will become softer after the soil settlement, the consistency of the vibration mode cloud diagram 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 soil settlement. It can be seen that under the current soil settlement conditions, the vibration characteristics of the structure still maintain a stable state, which not only verifies the rationality of the model design, but also demonstrates the accuracy and reliability of the model. Therefore, there is no need to make additional adjustments or corrections to the first model and the second model.

[0068] S23: Adjust the first model and / or the second model, and return to execute S2.

[0069] 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 performance of the structure in dynamic behavior. The mode shape cloud diagram, as an intuitive expression of the modal analysis results, 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 some aspects have changed. Therefore, it is necessary to adjust the first model and / or the second model, and perform modal analysis and comparison on the adjusted first model and second model again until the mode shape cloud diagrams of the first model and the second model are basically consistent, and then proceed with the subsequent analysis process.

[0070] 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.

[0071] Specifically, the roof structures of the first model and the second model can be analyzed respectively 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.

[0072] It should be noted that the dynamic performance of the roof structure, as the core and sensitive part of the building, plays a vital role in the stability and safety of the overall structure. And the slight changes caused by environmental factors such as soil settlement may have a significant impact on the vibration mode and displacement distribution of the roof structure. Therefore, by deeply and carefully analyzing the specific changes in the horizontal and vertical vibration modes of the roof structure, the impact of soil settlement on the roof structure can be accurately captured, providing an effective scientific basis for subsequent structural adjustments. At the same time, based on the analysis results of the roof structure, a targeted structural adjustment plan can be obtained, which helps to ensure the accuracy of the model.

[0073] S3. Perform small earthquake elastic analysis, small earthquake elastic time history analysis and large earthquake elastoplastic time history analysis on the first model and the second model respectively.

[0074] Specifically, see Figures 7 to 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.

[0075] 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.

[0076] 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 earthquake and soil settlement, regardless of whether it is small earthquake elastic analysis or small earthquake elastic time-history analysis. In the small earthquake elastic analysis, in addition to evaluating the response of the target building within the elastic range, the second model also needs to consider the influence of soil settlement on the stress and deformation of the target building; in the small earthquake elastic time-history analysis, in addition to paying attention to the time-history response of the target building under the action of seismic waves, the second model also needs to consider the influence of soil settlement on the dynamic performance of the target building.

[0077] See also Figures 11 to 16 , step S3 also includes: performing large earthquake elastoplastic time history analysis on the first model and the second model respectively.

[0078] It should be noted that in the large earthquake elastoplastic time history analysis, the structural response of the first model is mainly affected by the earthquake action, and the structure may have plastic hinges, 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 the soil settlement, and the soil settlement may make the response of the structure under the earthquake action more complex and changeable.

[0079] Compared with the first model, the second model considering soil settlement has higher complexity and accuracy in the elastoplastic time-history analysis of large earthquakes, and can more accurately reflect the response characteristics of the target building under the combined action of earthquake and soil settlement. This helps to provide a more accurate and reliable basis for the seismic performance evaluation, reinforcement design and foundation treatment of the target building.

[0080] S4. Compare the results of elastic analysis of small earthquakes, compare the results of elastic time history analysis of small earthquakes, and compare the results of elastic-plastic time history analysis of large earthquakes.

[0081] Specifically, see Figures 7 to 10 Step S4 includes: comparing the small earthquake elastic analysis results and comparing the small earthquake elastic time history analysis results. Figure 7 and Fig. 9 For comparison, Figure 8 and Fig.10 for comparison.

[0082] Among them, by comparing the small earthquake elastic analysis results 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. It is also helpful to discover the weak parts and potential risks of the structure that may be ignored when soil settlement is not considered. On this basis, by comparing the small earthquake elastic time-history analysis results 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.

[0083] For further information, see Fig.17 , extract the deformation and internal force results of the preset key components in the first model and the second model for analysis and comparison, and focus on the shear force and bending moment at the top of the pile. Among them, 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 is helpful to find the weak links and potential risks of key components under earthquake action, and provide a basis for structural reinforcement and optimization. By comparing the analysis results of different models, the influence of soil settlement on the overall performance of the structure can be more deeply understood.

[0084] When focusing on the shear force and bending moment at the pile top of the preset key components, by comparing the results of the shear force and bending moment at the pile top 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 is helpful to find the weak links and potential risks of the pile foundation under the action of earthquake, and provide a basis for pile foundation reinforcement and optimization. By comparing the analysis results of different models, we can have a deeper understanding of the influence of soil settlement on the stress state of the pile foundation, and provide more accurate theoretical support for pile foundation design.

[0085] In a specific implementation, the internal forces of key components (such as key structural columns and supporting steel roof components) defined in the structural performance-based design can be compared, and targeted strengthening measures can be proposed for the key components (key structural columns and supporting steel roof components) based on the comparative analysis results. For example, when the key structural column is a cast-in-place pile, the cap elevation and the foundation tension beam elevation can be adjusted accordingly according to the internal force value of the pile top bending moment of the cast-in-place pile, and the cast-in-place pile top can be structurally strengthened.

[0086] See also Figures 11 to 16 Step S4 also includes: comparing the results of large earthquake elastoplastic time history analysis. Fig.11 and Fig.13 For comparison, Fig.12 and Fig.14 For comparison, Fig.15 and Fig.16 for comparison.

[0087] Among them, by comparing the results of the first model and the second model in the large earthquake elastoplastic time-history analysis, the specific influence of soil settlement on the dynamic response and seismic performance of the structure under the action of a large earthquake can be intuitively revealed. This comparative analysis not only clearly shows the structural impact brought about by soil settlement, but also provides a basis for subsequent design optimization based on the specific degree of influence of soil settlement on structural performance.

[0088] Furthermore, when analyzing and comparing the first model and the second model, the comparison results of the elastic-plastic interlayer displacement angles of the components are observed. By comparing the elastic-plastic interlayer displacement angles of the components in the first model and the second model, the specific impact of soil settlement on the displacement response of the structure under earthquake can be intuitively displayed, and by comparing the numerical values ​​of the displacement angles of the two models, the degree of influence of soil settlement on the displacement response of the structure can be quantified, so as to more accurately grasp the deformation of the structure under earthquake and provide a basis for subsequent design optimization. For example, by comparing the distribution and numerical values ​​of the displacement angles in the two models, the weak links of the structure under earthquake can be found. These weak links may be manifested as areas or components with excessive displacement angles, and targeted strengthening measures need to be taken to improve their seismic performance.

[0089] Furthermore, when analyzing and comparing the first model and the second model, the comparison results of the interlayer shear force of the components are observed. By comparing the interlayer shear force of the components in the first model and the second model, it is possible to intuitively see how soil settlement affects the shear force distribution of the structure under earthquake action, and by quantitatively comparing the numerical values ​​of the interlayer shear force in the two models, it is possible to more accurately evaluate the degree of influence of soil settlement on structural performance, thereby more comprehensively understanding the stress state of the structure under earthquake action, and providing a basis for subsequent design optimization. For example, by comparing the interlayer shear force distribution and numerical values ​​in the two models, the weak parts of the structure under earthquake action can be found. These weak parts may appear as areas or components with excessive shear force, and targeted strengthening measures need to be taken to improve their seismic performance.

[0090] Furthermore, when analyzing and comparing the first model and the second model, the elastic-plastic damage of the components and the comparison results are observed. By comparing the elastic-plastic damage of the components in the two models, it is possible to intuitively see how soil settlement affects the damage distribution and degree of the structure under earthquake action, and by comparing the damage values ​​or damage indices in the two models, it is possible to quantify the effect of soil settlement on the degree of structural damage, so as to more accurately understand the damage state of the structure under earthquake action and provide a basis for subsequent design optimization. For example, by comparing the damage conditions in the two models, it is possible to find weak components of the structure under earthquake action. These weak components may appear as areas or components with severe damage, and targeted strengthening measures are needed to improve their seismic performance.

[0091] Specifically, the elastic-plastic damage conditions and comparison results of the components with relevant horizontal components in the target building are observed, wherein the components with relevant horizontal components include the oblique stairs, oblique beams, oblique columns and supporting roof columns of the target building. Since the components with relevant horizontal components often bear complex stress states under earthquakes, they are not only subjected to vertical loads, but also to horizontal shear forces and bending moments. This complex stress state may cause the components to be more susceptible to elastic-plastic damage in earthquakes. Therefore, observing the damage conditions of these components is crucial for evaluating the overall seismic performance of the structure. In addition, observing the damage conditions of components with relevant horizontal components can provide important guidance for structural design and reinforcement, and can also find weak areas and potential failure modes in the structure by analyzing the damage modes and failure mechanisms of these components, so as to carry out targeted design optimization and reinforcement.

[0092] S5. According to the comparison results, the corresponding optimization strategy is selectively adapted for the second model. Specifically, appropriate design strategies and structural measures are considered based on the comparative analysis results of the simulated settlement of the first model and the second model. Among them, through the analysis of the impact of simulated soil settlement on the structure before and after, the long-term settlement of the soil has a certain enhancement on the seismic response of the structure. It is necessary to take into account the results of the soil voiding analysis to appropriately strengthen the pile top, the pedestal and the upper structure, and reserve long-term treatment conditions. In the future, when the actual voiding is more serious, backfilling is used for treatment.

[0093] For further information, see Fig.18 , selectively adapting the corresponding optimization strategy for the second model includes: strengthening the pile top, the pedestal and the superstructure of the second model. By strengthening the pile top, the pedestal 20 and the superstructure, the bearing capacity of the structure can be significantly improved, so that it can better resist the additional load caused by soil settlement, which helps to ensure the safety and stability of the structure in long-term use. For example, the long and short longitudinal bars 40 are used to strengthen the pile top in the pile top area of ​​the cast-in-place pile 30, and the combination of long and short longitudinal bars 40 can optimize the stress distribution. The long bars mainly bear the load of the deep soil, while the short bars are more involved in sharing the load of the shallow soil. This combination makes the stress distribution in the pile top area more uniform, reduces the stress concentration phenomenon, and thus improves the bending resistance of the pile top.

[0094] Furthermore, selectively adapting the corresponding optimization strategy for the second model includes: adopting soil backfilling measures for treatment. Soil backfilling can maintain the stability of the groundwater level, thereby reducing the increase in the effective deadweight stress of the foundation soil, avoiding the consolidation and settlement of the foundation soil, 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.

[0095] Specifically, see Fig.19 , premixed fluidized solidified soil is used for backfilling to strengthen 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 measures can adopt a premixed fluidized solidified soil with relatively good fluidity, and at the same time, the first floor slab can adopt a design strategy of reserved holes or post-opening measures. Among them, the premixed fluidized solidified soil has excellent fluidity and can be smoothly and efficiently transported through a pipeline or pumping system. This fluidity advantage greatly promotes the efficiency of soil backfilling operations, significantly shortens the construction period, and effectively reduces the investment in labor costs. More importantly, with its excellent fluidity, the premixed fluidized solidified soil can effortlessly fill the reserved holes or post-openings, eliminating the cumbersome compaction and vibration steps, thereby further accelerating the construction process and reducing the technical difficulty of construction.

[0096] In addition, destructive or non-destructive soil settlement monitoring can be carried out under the building, and different levels of reinforcement measures can be taken according to the monitored settlement amount. If the building adopts pipe pile foundation, the analysis results of the impact of simulated soil settlement on the structure before and after can provide important reference data for the selection of pipe pile diameter and wall thickness.

[0097] In summary, by constructing the first model without considering the soil settlement and the second model considering the 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 respectively subjected to small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis, so as to more comprehensively understand the response characteristics of the target building under different earthquakes where 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 strategy 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 is treated accordingly, thereby helping to ensure the overall safety and stability of the target building.

[0098] At the same time, 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, and 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 that the target building can be reliable and safe, and to avoid large-scale settlement of the site and adverse negative friction of the pile foundation during the construction and use of the target building. The analysis method of the impact of simulated soil settlement on the structure before and after the present invention can be widely used in construction scenes such as pure basement structures and stadium frame structures in coastal soft soil areas where the effect of soil action is relatively obvious.

[0099] So far, the technical solutions of the present invention have been described in conjunction with the preferred embodiments shown in the accompanying drawings. However, it is easy for those skilled in the art to understand that the protection scope of the present invention is obviously not limited to these specific embodiments. Without departing from the principle of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will fall within the protection scope of the present invention.

Claims

1. A method for analyzing the impact of simulated soil settlement on a structure, characterized in that: The analysis method comprises: S1. Obtaining structural parameters of a target building, and establishing a first model without considering soil settlement and a second model considering soil settlement based on the structural parameters, wherein both the first model and the second model add preset soil parameters based on the soil-structure common principle, and compared with the first model, the second model adds preset soil settlement parameters; S2, performing modal analysis on the first model and the second model respectively to obtain mode shape cloud maps, comparing the mode shape cloud maps, and selectively adapting corresponding adjustment strategies to the first model and the second model based on the comparison results; S3, performing small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis on the first model and the second model respectively; S4. Compare the results of small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis; S5. According to the comparison result, selectively adapt a corresponding optimization strategy to the second model.

2. The method for analyzing the impact of simulated soil settlement on the structure before and after according to claim 1 is characterized in that: The first model is used to simulate recent conditions, wherein the soil of the first model is flush with the cap surface, and the soil of the first model does not settle; The second model is used to simulate long-term conditions, 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.

3. The method for analyzing the impact of simulated soil settlement on the structure according to claim 1, characterized in that: The process of obtaining the soil settlement parameters includes: Obtain a survey report of the construction site, perform settlement analysis on the soft soil layer of the construction site according to the survey report, and select corresponding soil settlement parameters according to the settlement analysis results.

4. The method for analyzing the influence of simulated soil settlement on the structure before and after according to claim 1 is characterized in that: The “selectively adapting corresponding adjustment strategies to the first model and the second model based on the comparison result” includes: 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; S22, do not adjust the first model and the second model, and then execute step S3; S23: Adjust the first model and / or the second model, and return to execute S2.

5. The method for analyzing the influence of simulated soil settlement on the structure according to claim 4, characterized in that: The “adjusting the first model and / or the second model” includes: The roof structures of the first model and the second model are analyzed respectively to evaluate the specific impact of soil settlement on the horizontal and vertical vibration modes of the roof structure, and to obtain a structural adjustment plan.

6. The method for analyzing the influence of simulated soil settlement on the structure before and after according to claim 1 is characterized in that: The "comparison of small earthquake elastic time history analysis results" includes: 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.

7. The method for analyzing the impact of simulated soil settlement on the structure according to claim 1, characterized in that: The "comparison of large earthquake elastoplastic time history analysis results" includes: When analyzing and comparing the first model and the second model, a comparison result of the elastic-plastic interlayer displacement angle of the component is observed; and / or Analyzing and comparing the first model and the second model, observing the comparison results of the interlayer shear force of the components; and / or When analyzing and comparing the first model and the second model, the elastic-plastic damage of the component and the comparison results are observed.

8. The method for analyzing the influence of simulated soil settlement on the structure according to claim 7, characterized in that: The "observation of elastic-plastic damage of components and comparison results" includes: The elastic-plastic damage conditions and comparison results of the components with relevant horizontal components in the target building are observed, wherein the components with relevant horizontal components include inclined stairs, inclined beams, inclined columns and supporting roof columns of the target building.

9. The method for analyzing the impact of simulated soil settlement on a structure according to claim 1, characterized in that: The "selectively adapting the corresponding optimization strategy for the second model" includes: Strengthening the pile top, cap and superstructure of the second model; and / or The soil is refilled and treated.

10. The method for analyzing the influence of simulated soil settlement on the structure according to claim 9, characterized in that: The "treatment by soil backfilling measures" mentioned above includes: Premixed fluidized solidified soil is used for backfilling, and the first floor slab of the target building is provided with a reserved hole or a post-opening hole.

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