An analysis method for soil-concrete interaction in super-deep soft soil area

Abstract

The present application relates to the technical field of civil engineering, and particularly provides an analysis method for soil-concrete interaction in super-deep soft soil area, aiming at solving the problem of long construction period in existing soft soil foundation treatment. The present application comprises: obtaining the structure parameters of the target building, respectively establishing a pure structure model and a soil-concrete integrated model based on the structure parameters, wherein compared with the pure structure model, the soil-concrete integrated model increases the preset soil parameters; performing small earthquake elastic analysis, small earthquake elastic time history analysis and large earthquake elastic-plastic time history analysis on the pure structure model and the soil-concrete integrated model respectively; 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; according to the comparison results, the differences of the soil-concrete integrated model compared with the pure structure model are targetedly strengthened. Through the analysis method of the present application, the soft foundation treatment can be carried out after the construction, and the construction period is shortened.

Description

Technical Field

[0001] This invention relates to the field of civil engineering technology, specifically providing an analytical method for soil-consolidation interaction in ultra-deep soft soil areas. Background Technology

[0002] With rapid economic development, urban land resources are becoming increasingly scarce, prompting large-scale public building projects, such as stadiums, to increasingly choose newly reclaimed coastal areas. This choice is not only based on the superior architectural views and urgent project construction needs offered by coastal regions, but also aims to effectively alleviate the tension of urban land resources. However, coastal areas generally face the challenge of extremely deep soft soil layers, making direct application of such soil conditions to engineering construction impractical. Therefore, large-scale pretreatment of the construction site is particularly important.

[0003] Traditional strategies for treating soft soil foundations along the coast typically follow the principle of "treating the site first, then implementing the project." Common methods used in treating soft soil foundations include drained surcharge loading, vacuum preloading, soil replacement combined with dynamic compaction, CFG piles (cement-fly ash-gravel piles), deep mixing piles, and pile foundation reinforcement. While these methods play a role in soft soil foundation treatment, they generally suffer from long construction periods, significant time spans from construction to settlement stabilization, and limited treatment depth, making them unsuitable for the rapid start-up and tight time requirements of public building projects. Summary of the Invention

[0004] The present invention aims to solve the above-mentioned technical problems, namely, to solve at least one of the problems existing in the treatment of soft soil foundations, namely, the long construction period, the large time span required from construction to settlement stabilization, and the limited treatment depth.

[0005] This invention provides an analytical method for soil-consolidation interactions in ultra-deep soft soil areas, the analytical method comprising:

[0006] S1. Obtain the structural parameters of the target building, and establish a pure structural model and a soil-structure integrated model based on the structural parameters. The soil-structure integrated model adds preset soil parameters compared to the pure structural model.

[0007] S2. Perform small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis on the pure structural model and the soil-structure integrated model, respectively;

[0008] S3. Compare the elastic analysis results of minor earthquakes, the elastic time history analysis results of minor earthquakes, and the elastoplastic time history analysis results of major earthquakes;

[0009] S4. Based on the comparison results, targeted enhancements are made to address the differences between the soil-structure integrated model and the pure structural model.

[0010] In some feasible implementations of the above-described analysis method for soil-consolidation interaction in ultra-deep soft soil areas, the base plate and pile foundation of the pure structural model are completely fixed, and the soil in the overall soil-consolidation model is surrounded by viscoelastic artificial boundaries at the bottom and sides.

[0011] In some feasible implementations of the above-mentioned analysis method for soil-consolidation interaction in ultra-deep soft soil areas, when performing the small earthquake elastic analysis, the small earthquake elastic time history analysis, or the large earthquake elastoplastic time history analysis, the overall inertial force is applied to the main structure of the pure structural model to simulate the earthquake action. Based on the viscoelastic artificial boundary, the site response is transformed into an equivalent load on the soil boundary in the overall soil-consolidation model to simulate the seismic input.

[0012] In some feasible implementations of the above-described analysis method for soil-structure interaction in ultra-deep soft soil regions, when performing the small earthquake elastic analysis or the small earthquake elastic time history analysis, both the pure structural model and the soil-structure global model adopt linear elastic constitutive materials; and / or, when performing the large earthquake elastoplastic time history analysis, both the pure structural model and the soil-structure global model adopt nonlinear constitutive materials.

[0013] In some feasible implementations of the above-described analysis method for soil-soil interaction in ultra-deep soft soil areas, before or simultaneously with obtaining the structural parameters of the target building, the analysis method further includes: obtaining the geological soil conditions of the construction site, comparing the geological soil conditions of the construction site with preset geological soil conditions, and adjusting the area of ​​the construction site before modeling based on the comparison results.

[0014] In some feasible implementations of the above-mentioned analysis method for soil-bond interaction in ultra-deep soft soil areas, the "comparison of small earthquake elastic time history analysis results" includes: extracting the deformation and internal force results of preset key components in the pure structural model and the overall soil-bond model for analysis and comparison, and evaluating the impact of soil-bond interaction on preset key components.

[0015] In some feasible implementations of the above-mentioned analytical method for soil-consolidation interactions in ultra-deep soft soil areas, the "comparison of results from large-earthquake elastoplastic time history analysis" includes:

[0016] When analyzing and comparing the pure structural model and the soil-structure integrated model, observe the comparison results of the elastoplastic inter-story drift angles of the components; and / or

[0017] When analyzing and comparing the pure structural model and the soil-structure integrated model, observe the comparison results of the inter-story shear forces of the components; and / or

[0018] When analyzing and comparing the pure structural model and the soil-structure integrated model, observe the elastoplastic damage of the components and the comparison results.

[0019] In some feasible implementations of the above-described analytical method for soil-binding interaction in ultra-deep soft soil areas, the "observation of elastoplastic damage of components and comparison results" includes: observing the elastoplastic damage of components with relevant horizontal components in the target building and comparing the results, wherein the components with relevant horizontal components include the inclined staircases, inclined beams, inclined columns and roof supporting columns of the target building.

[0020] In some feasible implementations of the above-mentioned analysis method for soil-node interaction in ultra-deep soft soil areas, the "targeted reinforcement of the differences between the overall soil-node model and the pure structural model" includes: compared with the pure structural model, in the overall soil-node model, targeted reinforcement is carried out on components and nodes that show an increasing trend when simulating seismic action and internal force response.

[0021] In some feasible implementations of the above-mentioned analysis method for soil-structure interaction in ultra-deep soft soil areas, the analysis method further includes: conducting construction simulations of key intersection nodes according to the sequence of on-site pile foundation construction, main structure construction, and soft soil treatment, and analyzing the influence of soil-structure interaction on the internal forces of key construction steps.

[0022] The present invention comprises one or more of the following technical solutions:

[0023] Beneficial effects:

[0024] (1) By establishing a pure structural model and a soil-structure integrated model respectively, and performing small earthquake elastic analysis, small earthquake elastic time history analysis and large earthquake elastoplastic time history analysis on the pure structural model and the soil-structure integrated model respectively, we can gain a more comprehensive understanding of the response characteristics of the target building under different seismic actions. At the same time, by comparing the analysis results of the pure structural model and the soil-structure integrated model, we can clearly identify the specific impact of soil-structure interaction on the building performance. This helps engineers identify which parts or components may exhibit different performance due to the influence of soil parameters. Based on the analysis and comparison results, we can make targeted reinforcements to the differences shown in the soil-structure integrated model compared to the pure structural model, which can ensure the safety and stability of the building under seismic action.

[0025] (2) Based on the above analysis, the interaction between the soil and the structure can be assessed more accurately, including the impact of soil settlement and horizontal displacement on the superstructure. This analysis provides a scientific basis for adopting the method of construction first and soft foundation treatment later in ultra-deep soft soil areas. In this way, during construction, the method of construction first and soft foundation treatment later can be adopted in ultra-deep soft soil areas. Specifically, the construction of the engineering piles is carried out first, and the soft foundation treatment and the construction of the superstructure are carried out simultaneously. While ensuring the safety of the pile foundation and the superstructure, the construction steps can be greatly optimized and the construction progress requirements can be met. Attached Figure Description

[0026] The preferred embodiments of the present invention are described below with reference to the accompanying drawings, in which:

[0027] Figure 1 A flowchart illustrating an analytical method for soil-consolidation interaction in ultra-deep soft soil regions, provided as an embodiment of the present invention.

[0028] Figure 2 This is a schematic diagram of soil layer input in step S1 of an embodiment of the present invention;

[0029] Figure 3 This is a schematic diagram of the pure structural model in step S1 of an embodiment of the present invention;

[0030] Figure 4 This is a schematic diagram of the soil-structure integrated model in step S1 of an embodiment of the present invention;

[0031] Figure 5 A three-dimensional view of the pure structural model in step S2 of this embodiment of the invention, performing elastic time history analysis under minor earthquakes.

[0032] Figure 6 A side view of the small earthquake elastic time history analysis performed on the pure structural model in step S2 of this embodiment of the invention;

[0033] Figure 7 A three-dimensional view of the soil-structure integrated model in step S2 of this embodiment of the invention for performing small earthquake elastic time history analysis;

[0034] Figure 8 A side view of the soil-structure integrated model in step S2 of this embodiment of the invention for performing small earthquake elastic time history analysis;

[0035] Figure 9 This is a schematic diagram illustrating the damage of beam and column concrete during large earthquake elastoplastic time history analysis of the pure structural model in step S2 of this embodiment of the invention.

[0036] Figure 10 This is a schematic diagram illustrating the damage of beam and column concrete during large earthquake elastoplastic time history analysis of the soil-structure integrated model in step S2 of this embodiment of the invention.

[0037] Figure 11 This is a schematic diagram of the damage at the stairwell passage during a large earthquake elastoplastic time history analysis of the pure structural model in step S2 of this embodiment of the invention.

[0038] Figure 12 This is a schematic diagram of the damage at the stairwell passage during the large earthquake elastoplastic time history analysis of the soil-structure integrated model in step S2 of this embodiment of the invention. Detailed Implementation

[0039] Preferred embodiments of the present invention will now be described with reference to the accompanying drawings. Those skilled in the art should understand that these embodiments are merely illustrative of the technical principles of the invention and are not intended to limit the scope of protection of the invention. Those skilled in the art can make adjustments as needed to adapt to specific applications. Numerous specific details are set forth in the following detailed description to better illustrate the invention. Those skilled in the art should understand that the invention can be practiced without certain specific details.

[0040] like Figure 1 As shown, Figure 1 This is a schematic flowchart of the main steps of an analytical method for soil-consolidation interaction in ultra-deep soft soil areas provided by the present invention. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas provided by the present invention includes:

[0041] S1. Obtain the structural parameters of the target building. Based on these parameters, establish both a pure structural model and a soil-structure integrated model. The soil-structure integrated model includes pre-defined soil parameters, as opposed to the pure structural model. For details on soil layer input, please refer to [link / reference]. Figure 2 For example, the soil layers input from top to bottom can be plain fill, silt, silty soil, silty fine sand, medium coarse sand, gravelly sand, strongly weathered coarse sand, medium weathered coarse sand, and slightly weathered coarse sand.

[0042] Understandably, pure structural models primarily focus on the structural stress of the building itself, while soil-structure integrated models further consider the interaction between the soil and the structure. By adding soil parameters, soil-structure integrated models can more accurately simulate the stress state of the structure under soil constraints, thus yielding calculation results closer to reality. When building the model, the entire site can be divided into sections based on the survey report or the results of advanced drilling, or individual columns and boreholes can be input. Furthermore, if the site contains structures or buildings such as basements, deep trenches, or tunnels, layered models can accurately simulate underground structural conditions.

[0043] In a pure structural model, such as Figure 3As shown, in the pure structural model, the base slab and pile foundations are completely fixed, and the overall inertial force is applied to the main structure to simulate seismic action. For the pure structural model, the complete fixation of the base slab and pile foundations can simulate the stress situation of the structure under ideal conditions, ignoring the interaction between the soil and the structure. This setup facilitates engineers to conduct in-depth analysis of the mechanical properties of the structure itself, understanding the load-bearing capacity and stability of the structure under specific conditions. At the same time, the completely fixed boundary conditions also simplify the complexity of the model, reducing computational difficulty and cost.

[0044] In the soil-structure integrated model, such as Figure 4 As shown, the soil in the soil-structure integrated model employs viscoelastic artificial boundaries around its perimeter and bottom. These viscoelastic artificial boundaries transform the site response into equivalent loads on the soil boundaries within the model to simulate seismic input. Viscoelastic artificial boundaries effectively simulate the interaction between soil and structure, considering the geometric diffusion and attenuation of waves within the medium and the rigidity recovery of the medium, thus preventing overall structural drift and improving simulation accuracy. Furthermore, viscoelastic artificial boundaries can adapt to different types of soil and structures, as well as varying load and boundary conditions, providing engineers with greater flexibility. Therefore, using viscoelastic artificial boundaries in the soil-structure integrated model more realistically simulates the dynamic interaction between soil and structure, improving simulation accuracy and adaptability while reducing computational costs and time.

[0045] Furthermore, step S1 also includes: before or simultaneously obtaining the structural parameters of the target building, obtaining the geological and soil conditions of the construction site, comparing the geological and soil conditions of the construction site with the preset geological and soil conditions, and adjusting the area of ​​the construction site before modeling based on the comparison results.

[0046] Specifically, for sites with poor geological and soil conditions, the entire construction site can be expanded by a certain distance (approximately equal to the building height), and soil layer information can be input. By expanding the construction site and inputting soil layer information, it is helpful to more accurately assess the bearing capacity and deformation characteristics of the foundation, thereby optimizing the structural design and improving the overall stability of the building. Furthermore, based on the soil conditions within the expanded construction site, a more reasonable foundation treatment plan can be developed, which helps to promptly detect and address changes in foundation conditions during construction, thereby reducing construction errors and rework.

[0047] S2. Perform small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis on the pure structural model and the soil-structure integrated model, respectively.

[0048] Specifically, please refer to Figures 5 to 8Step S2 includes performing small-earthquake elastic analysis and small-earthquake elastic time history analysis on the pure structural model and the soil-structure integrated model, respectively. It should be noted that small-earthquake elastic analysis is the basis for small-earthquake elastic time history analysis. Before performing small-earthquake elastic time history analysis, it is usually necessary to perform small-earthquake elastic analysis first to understand the basic seismic performance of the structure in the elastic stage.

[0049] Compared to pure structural models, both small-earthquake elastic analysis and small-earthquake elastic time history analysis can more accurately reflect the actual response of the target building under seismic loading. Specifically, small-earthquake elastic analysis can assess the degree of influence of soil on the seismic performance of the target building, while small-earthquake elastic time history analysis can more accurately assess the dynamic response and seismic performance of the target building under seismic loading. Comparing the analysis results of pure structural models and soil-structure integrated models can further verify the influence of soil on the seismic performance of the target building and provide more refined guidance for seismic design.

[0050] Furthermore, in performing elastic analysis or elastic time-history analysis under minor earthquakes, both the pure structural model and the soil-structure integrated model employ linear elastic constitutive materials. Under minor earthquakes, the structure is typically in an elastic state, meaning the stress-strain relationship of the material follows a linear law. Therefore, using a linear elastic constitutive model can accurately describe the structural response under minor earthquakes. Moreover, the main purpose of elastic analysis and elastic time-history analysis under minor earthquakes is to evaluate the displacement, internal forces, and other parameters of the structure under seismic loading, as well as the overall seismic performance of the structure; using a linear elastic constitutive model can meet this requirement.

[0051] Please see Figures 9 to 12 Step S2 further includes performing large earthquake elastoplastic time history analysis on both the pure structural model and the soil-structure integrated model. It should be noted that large earthquake elastoplastic time history analysis can consider the nonlinear behavior of the structure, more accurately assessing the degree of structural damage under seismic loading, including dynamic response parameters such as displacement, acceleration, and velocity, as well as the degree of damage and potential failure modes.

[0052] Furthermore, in conducting large-earthquake elastoplastic time-history analysis, both the pure structural model and the soil-structure integrated model employ nonlinear constitutive materials. For example, concrete uses the concrete plastic damage constitutive model, steel / reinforcing bars use the dynamic hardening constitutive model, and soil uses the Mohr-Coulomb constitutive model. Selecting appropriate nonlinear constitutive models for different materials in the pure structural model and the soil-structure integrated model allows for a more accurate simulation of the mechanical behavior of the structure under seismic loading, assessment of the structure's seismic performance, and provides a scientific basis for structural design and seismic strengthening. This contributes to improving the safety and reliability of structures under seismic loading.

[0053] S3. Compare the results of elastic analysis for minor earthquakes, compare the results of elastic time history analysis for minor earthquakes, and compare the results of elastoplastic time history analysis for major earthquakes. For example, the results can be compared... Figure 5 and Figure 7 To make a comparison, Figure 6 and Figure 8 To make a comparison, Figure 9 and Figure 10 To make a comparison, Figure 11 and Figure 12 Compare them.

[0054] It should be noted that due to the difference in the input method of seismic action, there will be some differences in the structural ground motion response between the pure structural model and the soil-structure integrated model. The difference in structural ground motion response can be viewed by placing the processed soil-structure integrated model and the pure structural model together.

[0055] Specifically, step S3 includes: comparing the analysis results of small-earthquake elastic analysis of the pure structural model and the soil-structure integrated model, and comparing the analysis results of small-earthquake elastic time-history analysis of the pure structural model and the soil-structure integrated model. For details, please refer to [link to relevant documentation]. Figures 5 to 8 and will Figure 5 and Figure 7 To make a comparison, Figure 6 and Figure 8 Compare them.

[0056] Furthermore, when comparing the results of elastic time-history analysis under minor earthquakes, the overall structural response can be compared by analyzing the elastic inter-story drift angle and elastic inter-story shear force. Additionally, the deformation and internal force results of pre-defined key components in the pure structural model and the soil-structure integrated model can be extracted and analyzed for comparison, and the impact of soil-structure interaction on these key components can be evaluated. By comparing the deformation results of pre-defined key components in the pure structural model and the soil-structure integrated model, the influence of soil-structure interaction on structural deformation can be intuitively understood. During natural disasters such as earthquakes, the stability and stress state of key components are crucial to the overall safety of the structure. Therefore, comparative analysis can promptly identify potential safety hazards and take corresponding measures for reinforcement and repair. Moreover, by comparing and evaluating the impact of soil-structure interaction on pre-defined key components, optimization suggestions can be provided for structural design. For example, strengthening the connection and support of key components can be considered in the design to improve the overall stability and seismic performance of the structure.

[0057] In addition, the internal forces of key components defined in the performance-based structural design, especially the supporting steel roof components, can be compared under single seismic load conditions in batches to observe patterns and propose targeted strengthening measures. Furthermore, it is possible to observe the pile top bending moment, which cannot be reflected by conventional pure structural models, and to verify the reinforcement at the top of cast-in-place piles.

[0058] See Figures 9 to 12 Step S3 further includes: comparing the analysis results of large earthquake elastoplastic time history analysis of the pure structural model and the soil-structure integrated model. For example, the results can be compared. Figure 9 and Figure 10 To make a comparison, Figure 11 and Figure 12 Compare them.

[0059] By comparing the results of elastoplastic time-history analysis under major earthquakes using pure structural models and soil-structure integrated models, the differences between the two models can be revealed, and the reasons for these differences can be analyzed. Furthermore, based on the analysis results of both models, the seismic design of structures can be optimized. For example, weak points identified in the pure structural model can be addressed by strengthening structural members or adjusting the structural layout to improve seismic performance; the influence of soil dynamic properties on structural seismic performance, as revealed in the soil-structure integrated model, can be improved by enhancing foundation treatment measures or strengthening the connection between the structure and the soil. In particular, by comprehensively considering the analysis results of both models, a more comprehensive assessment of the seismic safety of structures can be achieved, helping to ensure that target buildings possess sufficient bearing capacity and deformation capacity under seismic loading.

[0060] Furthermore, the comparison of the elastoplastic time history analysis results for major earthquakes includes: observing the comparison results of the elastoplastic inter-story drift angles of structural members when analyzing and comparing the pure structural model and the soil-structure integrated model. The elastoplastic inter-story drift angle is an important indicator reflecting the degree of elastoplastic deformation of a structure under seismic loading. If the inter-story drift angle of the soil-structure integrated model is small, it indicates that the soil has a strong restraining effect on the structure, which can improve the overall seismic performance of the structure. Under seismic loading, weak links in the structure often exhibit large elastoplastic deformation. By comparing the elastoplastic inter-story drift angles of structural members in the pure structural model and the soil-structure integrated model, weak links in the structure can be identified, and the structural design can be optimized based on the comparison results. For example, for members with large inter-story drift angles, their stiffness or strength can be increased to reduce deformation under seismic loading. Simultaneously, for the soil-structure integrated model, the overall seismic performance of the structure can be improved by adjusting soil parameters or strengthening the connection between the soil and the structure.

[0061] Furthermore, the comparison of the elastoplastic time history analysis results under major earthquakes includes observing the inter-story shear force of structural members when analyzing and comparing the pure structural model and the soil-structure integrated model. Inter-story shear force is an important indicator reflecting the stress state of a structure under seismic loading. If the inter-story shear force of the soil-structure integrated model is small, it indicates that the soil's constraint on the structure helps reduce the structure's seismic response, thereby improving the structure's seismic performance. Under seismic loading, weak points in the structure often exhibit large inter-story shear forces. By comparing the inter-story shear forces of members in the pure structural model and the soil-structure integrated model, weak points in the structure can be identified, and the structural design can be optimized based on the comparison results of the inter-story shear forces. For example, for members with large inter-story shear forces, increasing their cross-sectional dimensions, improving material strength, or adopting more reasonable connection methods can be considered to reduce their stress under seismic loading. At the same time, for the soil-structure integrated model, the inter-story shear force of the structure can be further reduced by adjusting the soil parameters or strengthening the connection between the soil and the structure.

[0062] Furthermore, the comparison of the elastoplastic time history analysis results under major earthquakes includes: observing and comparing the elastoplastic damage of components in the pure structural model and the soil-structure integrated model. By comparing the elastoplastic damage of components in the pure structural model and the soil-structure integrated model, the seismic performance of the structure under earthquake loading can be intuitively assessed. If the damage to components in the soil-structure integrated model is smaller, it indicates that the soil provides some protection to the structure, reducing the damage caused by the earthquake. Moreover, observing the distribution of damage within the structure can identify weak areas and potential failure modes, which helps to strengthen these areas in subsequent designs and improve the overall seismic performance of the structure. For example, for severely damaged components, increasing their cross-sectional dimensions, changing the material type, or adopting more reasonable connection methods can be considered to improve their seismic performance.

[0063] Specifically, observing and comparing the elastoplastic damage of structural members includes observing and comparing the elastoplastic damage of members with relevant horizontal components in the target building. These members include inclined staircases, inclined beams, inclined columns, and roof-supporting columns. Because members with relevant horizontal components often experience complex stress states under seismic loading—being subjected not only to vertical loads but also potentially to horizontal shear forces and bending moments—this complex stress state may make them more susceptible to elastoplastic damage during earthquakes. Therefore, observing the damage of these members is crucial for assessing the overall seismic performance of the structure. Furthermore, observing the damage of members with relevant horizontal components can provide important guidance for structural design and reinforcement. Moreover, by analyzing the damage modes and failure mechanisms of these members, weak areas and potential failure modes in the structure can be identified, allowing for targeted design optimization and reinforcement.

[0064] S4. Based on the analysis in step S2 and the comparison results in step S3, targeted reinforcements are implemented to address the differences between the soil-structure integrated model and the pure structural model. Strengthening components includes increasing their stiffness, strength, or ductility to improve their performance under seismic loading. Simultaneously, soil reinforcement or improvement can also be considered to enhance the soil's support capacity for the structure. These targeted reinforcement measures, based on the preceding analysis and comparison results, aim to maximize the seismic performance of the soil-structure integrated model, thereby ensuring the safety and stability of the target building under seismic loading.

[0065] Furthermore, targeted reinforcements are made to address the differences between the soil-structure integrated model and the pure structural model. Specifically, compared to the pure structural model, in the soil-structure integrated model, components and nodes exhibiting an increasing trend in simulated seismic action and internal force response are specifically reinforced. That is, components and nodes showing a significant increase in internal force response under seismic action undergo corresponding structural reinforcement. Components and nodes with significantly increased seismic and internal force responses are often critical parts of the target building; damage to these parts could lead to the collapse of the entire structure. By reinforcing these parts, their load-bearing capacity and deformation capacity can be improved, thereby effectively resisting seismic action and reducing the risk of structural damage and collapse.

[0066] In summary, by establishing a pure structural model and a soil-structure integrated model, and performing small-earthquake elastic analysis, small-earthquake elastic time history analysis, and large-earthquake elastoplastic time history analysis on the pure structural model and the soil-structure integrated model respectively, a more comprehensive understanding of the response characteristics of the target building under different seismic loads can be achieved. Furthermore, by comparing the analysis results of the pure structural model and the soil-structure integrated model, the specific impact of soil-structure interaction on building performance can be clearly identified. This helps engineers identify which parts or components may exhibit different performance due to the influence of soil parameters. Based on the analysis and comparison results, targeted reinforcement can be applied to the differences exhibited in the soil-structure integrated model compared to the pure structural model, ensuring the safety and stability of the building under seismic loads.

[0067] Meanwhile, based on the above analysis, the interaction between soil and structure can be assessed more accurately, including the impact of soil settlement and horizontal displacement on the superstructure. This analysis provides a scientific basis for adopting the method of construction first and soft soil treatment later in ultra-deep soft soil areas. In this way, during construction, the method of construction first and soft soil treatment later can be adopted in ultra-deep soft soil areas. Specifically, the construction of engineering piles is carried out first, and the soft soil treatment and the construction of the superstructure are carried out simultaneously. While ensuring the safety of the pile foundation and the superstructure, the construction steps can be greatly optimized and the construction schedule can be met. Moreover, the analysis method of this invention has the advantage of wide applicability and can be widely applied to the construction projects of newly filled soil in coastal areas.

[0068] Furthermore, embodiments of the present invention can also simulate construction at key intersection points based on the sequence of on-site pile foundation construction, main structure construction, and soft soil foundation treatment, analyzing the impact of soil-structure interaction on the internal forces of key construction steps. Through construction simulation, the mutual influence and constraints between pile foundation construction, main structure construction, and soft soil foundation treatment can be visually demonstrated. This helps construction units to more rationally arrange the construction sequence, optimize construction plans, and ensure the continuity and efficiency of the construction process. Analyzing the impact of soil-structure interaction on the internal forces of key construction steps helps construction units to more accurately assess the stress state of the target building, promptly identify potential safety hazards, and take corresponding reinforcement measures to ensure the safety of the target building during construction.

[0069] The technical solution of the present invention has been described above with reference to the preferred embodiments shown in the accompanying drawings. However, it will be readily understood by those skilled in the art that the scope of protection of the present invention is obviously not limited to these specific embodiments. Without departing from the principles 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 such changes or substitutions will all fall within the scope of protection of the present invention.

Claims

1. An analytical method for soil-consolidation interactions in ultra-deep soft soil regions, characterized in that, The analytical method includes: S1. Obtain the structural parameters of the target building, and establish a pure structural model and a soil-structure integrated model based on the structural parameters. The soil-structure integrated model adds preset soil parameters compared to the pure structural model. S2. Perform small earthquake elastic analysis, small earthquake elastic time history analysis, and large earthquake elastoplastic time history analysis on the pure structural model and the soil-structure integrated model, respectively; S3. Compare the elastic analysis results of minor earthquakes, the elastic time history analysis results of minor earthquakes, and the elastoplastic time history analysis results of major earthquakes; S4. Based on the comparison results, targeted improvements are made to address the differences between the soil-structure integrated model and the pure structural model. The "comparison of elastic time history analysis results for minor earthquakes" includes: comparing the overall structural response by comparing the elastic inter-story drift angle and elastic inter-story shear force, extracting the deformation and internal force results of preset key components in the pure structural model and the soil-structure overall model for analysis and comparison, so as to evaluate the influence of soil-structure interaction on preset key components and optimize the corresponding structural design. The "comparison of elastoplastic time history analysis results for major earthquakes" includes: identifying weak points in the structure by comparing the elastoplastic inter-story drift angles of components in the pure structural model and the soil-structure integrated model, and optimizing the corresponding structural design based on the comparison results of the elastoplastic inter-story drift angles; identifying weak parts in the structure by comparing the inter-story shear forces of components in the pure structural model and the soil-structure integrated model, and optimizing the corresponding structural design based on the comparison results of the inter-story shear forces; and observing the elastoplastic damage of components and the comparison results when analyzing and comparing the pure structural model and the soil-structure integrated model. In particular, by comparing the elastoplastic damage of components in the pure structural model and the soil-structure integrated model, weak areas and potential failure modes of the structure are identified, and corresponding areas are strengthened in subsequent designs.

2. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to claim 1, characterized in that, The base plate and pile foundation of the pure structural model are completely fixed, and the soil in the soil-structure integral model adopts viscoelastic artificial boundaries around and at the bottom.

3. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to claim 2, characterized in that, When performing the small earthquake elastic analysis, the small earthquake elastic time history analysis, or the large earthquake elastoplastic time history analysis, the overall inertial force is applied to the main structure of the pure structural model to simulate the earthquake action. Based on the viscoelastic artificial boundary, the site response is transformed into an equivalent load on the soil boundary in the soil-structure integrated model to simulate the seismic input.

4. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to claim 3, characterized in that, When performing the aforementioned small-earthquake elastic analysis or the aforementioned small-earthquake elastic time-history analysis, both the pure structural model and the soil-structure integrated model employ linear elastic constitutive materials; and / or When performing the large earthquake elastoplastic time history analysis, both the pure structural model and the soil-structure overall model use nonlinear constitutive materials.

5. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to claim 1, characterized in that, Before or simultaneously with obtaining the structural parameters of the target building, the analysis method further includes: Obtain the geological and soil conditions of the construction site, compare the geological and soil conditions of the construction site with the preset geological and soil conditions, and adjust the area of ​​the construction site before modeling based on the comparison results.

6. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to claim 1, characterized in that, The aforementioned "observation and comparison results of the elastoplastic damage of the components" includes: The elastoplastic damage of components with relevant horizontal components in the target building was observed and compared. The components with relevant horizontal components include the inclined staircase, inclined beam, inclined column and supporting roof column of the target building.

7. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to claim 1, characterized in that, The aforementioned "targeted enhancement of the differences between the soil-structure integrated model and the pure structural model" includes: Compared to the pure structural model, the soil-structure integrated model provides targeted reinforcement for components and nodes that show an increasing trend when simulating seismic action and internal force response.

8. The analytical method for soil-consolidation interaction in ultra-deep soft soil areas according to any one of claims 1-7, characterized in that, The analytical method further includes: Based on the sequence of on-site pile foundation construction, main structure construction, and soft soil treatment, construction simulations were conducted at key intersection points to analyze the impact of soil-structure interaction on the internal forces of key construction steps.

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