Building reinforcement lifting method based on numerical simulation

Abstract

The present invention relates to the technical field of building foundation reinforcement deviation correction, and provides a building reinforcement lifting method based on numerical simulation, comprising: establishing an initial building model representing a building experiencing subsidence, and acquiring an initial subsidence displacement of the building; on the basis of the initial building model, adjusting shallow foundation parameters under the building foundation, simulating reinforcement of the shallow foundation, and forming a reinforced shallow foundation model; on the basis of the reinforced shallow foundation model, adjusting deep foundation parameters under the building foundation, simulating reinforcement of the deep foundation, and forming a reinforced deep foundation model; and, on the basis of the reinforced deep foundation model, dividing an intermediate lifting layer located between the deep foundation and the shallow foundation into a plurality of lifting areas and, on the basis of the subsidence displacement of each area, performing corresponding simulated lifting to implement simulated lifting of the building. The present method uses a numerical simulation approach to perform simulated optimisation on actual grouting deviation correction engineering cases, achieving both engineering economy and safety.

Description

Building reinforcement and lifting method based on numerical simulation Technical Field

[0001] The present invention relates to the technical field of building foundation reinforcement and deviation correction, and in particular to a building reinforcement and lifting method based on numerical simulation. Background Art

[0002] The increasing construction of high-rise buildings in cities has led to increasingly severe problems such as uneven structural settlement. Grouting correction technology has advantages in terms of correction effect, working space, and environmental factors. Compacted grouting technology can effectively cause ground uplift, and is economical, efficient, and environmentally friendly, making it widely used in building tilt correction projects. However, due to the high concealment of grouting technology, current engineering practices for building correction mainly rely on relevant experience, which often leads to increased costs, environmental impacts, and safety issues. Existing methods are mostly based on theoretical and laboratory experimental studies of the lifting effect of compacted grouting, lacking cost-effective and guiding numerical simulation methods. Summary of the Invention

[0003] The purpose of the present invention is to solve at least one technical problem in the background technology and provide a building reinforcement and lifting method based on numerical simulation.

[0004] To achieve the above objectives, the present invention provides a building reinforcement and lifting method based on numerical simulation, comprising:

[0005] An initial building model representing the building that has undergone settlement is established based on the Midas-gts numerical modeling system, and the initial settlement displacement of the building is obtained according to the initial building model;

[0006] Based on the initial building model, the shallow foundation parameters under the building raft foundation are adjusted to simulate the reinforcement of the shallow foundation and form a model of the shallow foundation after reinforcement;

[0007] Based on the model of the shallow foundation after reinforcement, the parameters of the deep foundation under the building raft foundation are adjusted to simulate the reinforcement of the deep foundation and form a model of the deep foundation after reinforcement;

[0008] Based on the model after deep foundation reinforcement, the intermediate lifting layer between the deep foundation and the shallow foundation is divided into multiple lifting areas. Corresponding simulated lifting is performed according to the settlement displacement of each area to realize the simulated lifting of the building.

[0009] According to one aspect of the present invention, establishing an initial building model representing a building that has undergone settlement includes:

[0010] Based on the Midas-gts numerical modeling system, soil layer geometry model and building geometry model are established according to the geological survey data parameters and construction drawing data parameters;

[0011] Input material property parameters into the soil layer geometry model and the building geometry model respectively;

[0012] Meshing the soil layer geometry model and the building geometry model;

[0013] Applying gravity load and soil static boundary conditions to the meshed soil layer geometry model and building geometry model to form an initial building model;

[0014] Among them, material property parameters include elastic modulus, void ratio, Poisson's ratio and bulk density.

[0015] According to one aspect of the present invention, the boundary of the soil layer geometric model is larger than the boundary of the building geometric model.

[0016] According to one aspect of the present invention, the geological survey data includes a soil layer profile and a foundation design parameter table, and the soil layer geometric model is constructed using the soil layer profile and the foundation design parameter table.

[0017] According to one aspect of the present invention, based on the initial building model, the shallow foundation parameters under the building raft foundation are adjusted to simulate the reinforcement of the shallow foundation, and the model of the shallow foundation after reinforcement is formed as follows:

[0018] Based on the Midas-gts numerical modeling system, on the basis of the initial building model, the elastic modulus of the soil layer of the shallow foundation is increased and the porosity ratio is reduced to achieve the purpose of strengthening the shallow foundation and form a reinforced shallow foundation model.

[0019] According to one aspect of the present invention, the settlement displacement of the building raft foundation obtained through the shallow foundation reinforcement model is close to or equal to the settlement displacement of the building raft foundation in the initial building model.

[0020] According to one aspect of the present invention, based on the model of the shallow foundation after reinforcement, the parameters of the deep foundation under the building raft foundation are adjusted to simulate the reinforcement of the deep foundation, and the model of the deep foundation after reinforcement is formed as follows:

[0021] Based on the Midas-gts numerical modeling system, on the basis of the shallow foundation reinforcement model, the elastic modulus of the soil layer of the deep foundation is increased and the porosity ratio is reduced to achieve the purpose of reinforcing the deep foundation and form the deep foundation reinforcement model.

[0022] According to one aspect of the present invention, the intermediate lifting layer between the deep foundation and the shallow foundation is divided into a plurality of lifting areas, and corresponding simulated lifting is performed according to the settlement displacement of each area to achieve simulated lifting of the building, including:

[0023] Divide the middle lifting layer into multiple lifting areas;

[0024] According to the settlement of each lifting area, different volume expansion coefficients are set;

[0025] The lifting of each lifting area is simulated according to the volume expansion coefficient to achieve simulated grouting lifting of the building.

[0026] According to one aspect of the present invention, it also includes: arranging multiple simulated lifting monitoring points around the building geometric model in the initial building model, and when simulating the lifting of the building, each simulated lifting monitoring point monitors the simulated lifting displacement value of each point of the building.

[0027] According to one aspect of the present invention, the boundary between the shallow foundation, the intermediate lifting layer and the deep foundation is a range of 3 to 5 meters outside the boundary of the building raft foundation.

[0028] According to the solution of the present invention, different volume expansion coefficients are set in different settlement areas of the soil in the middle lifting layer. The volume expansion coefficients are used to simulate the effect of grouting pressure, so that the volume of the soil in the middle lifting layer expands and squeezes the overlying soil layer, thereby achieving the purpose of lifting the overlying building. This makes it possible to more intuitively and clearly see the changes in the lifting of the building, and achieves consistency between the lifting effect of the simulated building and the lifting effect of the actual engineering building;

[0029] According to the solution of the present invention, the present invention obtains simulated data of uplift displacement (i.e., simulated uplift displacement values) through various monitoring points, compares and analyzes the simulated data of uplift displacement with the on-site engineering monitoring data, and verifies the feasibility of the actual construction plan of compaction grouting reinforcement and uplift building;

[0030] In actual grouting, different grouting designs produce significantly different lifting effects. This often leads to wasted slurry, increased project costs, and difficulty controlling the grouting effect, posing safety risks. This paper uses numerical simulation to optimize the design of actual grouting correction projects, achieving both project economic efficiency and safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] FIG1 schematically shows a flow chart of a building reinforcement and lifting method based on numerical simulation according to an embodiment of the present invention;

[0032] FIG2 is a diagram of an initial building model of Example 1;

[0033] FIG3 is a north-south settlement diagram of the initial building model of Example 1;

[0034] FIG4 is an east-west settlement diagram of the initial building model of Example 1;

[0035] FIG5 is a top view of the reinforced lifting area of ​​the building in Example 1;

[0036] Figure 6 is a schematic diagram of shallow reinforcement of the soil layer profile in Example 1

[0037] Figure 7 is a schematic diagram of deep reinforcement of the soil layer profile in Example 1

[0038] FIG8 is a schematic diagram of the lifting of the middle lifting layer of the soil layer section in Example 1;

[0039] FIG9 is a schematic diagram of the zoned expansion and lifting of the middle lifting layer in Example 1;

[0040] Figure 10 is a diagram of the north-south building model after lifting in Example 1;

[0041] Figure 11 is a diagram of the east-west building model after lifting in Example 1;

[0042] FIG12 is a schematic diagram of displacement monitoring points in Example 1;

[0043] Figure 13 is a diagram of the west side uplift displacement simulation and monitoring data of Example 1;

[0044] Figure 14 shows the east side uplift displacement simulation and monitoring data of Example 1. DETAILED DESCRIPTION

[0045] The present invention will now be discussed with reference to exemplary embodiments. It should be understood that the embodiments discussed are only intended to enable those skilled in the art to better understand and implement the present invention, rather than to imply any limitation on the scope of the present invention.

[0046] As used herein, the term "including" and variations thereof are to be interpreted as open-ended terms meaning "including, but not limited to." The term "based on" is to be interpreted as "based, at least in part, on." The terms "one embodiment" and "an embodiment" are to be interpreted as "at least one embodiment."

[0047] FIG1 schematically shows a flow chart of a method for reinforcing and elevating a building based on numerical simulation according to an embodiment of the present invention. As shown in FIG1 , in this embodiment, the method for reinforcing and elevating a building based on numerical simulation includes:

[0048] a. Based on the Midas-gts numerical modeling system, an initial building model representing the building where settlement occurs is established, and the initial settlement displacement of the building is obtained according to the initial building model;

[0049] b. Based on the initial building model, adjust the shallow foundation parameters under the building raft foundation, simulate the reinforcement of the shallow foundation, and form a model of the shallow foundation after reinforcement;

[0050] c. Based on the model of the shallow foundation after reinforcement, adjust the parameters of the deep foundation under the building raft foundation, simulate the reinforcement of the deep foundation, and form the model of the deep foundation after reinforcement;

[0051] d. Based on the model after deep foundation reinforcement, the intermediate lifting layer between the deep foundation and the shallow foundation is divided into multiple lifting areas. The corresponding simulated lifting is performed according to the settlement displacement of each area to realize the simulated lifting of the building.

[0052] Furthermore, according to one embodiment of the present invention, in the above step a, establishing an initial building model representing the building that has undergone settlement includes:

[0053] Based on the Midas-gts numerical modeling system, soil layer geometry model and building geometry model are established according to the geological survey data parameters and construction drawing data parameters;

[0054] Input material property parameters into the soil layer geometry model and the building geometry model respectively;

[0055] Meshing the soil layer geometry model and the building geometry model;

[0056] Applying gravity load and soil static boundary conditions to the meshed soil layer geometry model and building geometry model to form an initial building model;

[0057] Among them, material property parameters include elastic modulus, porosity, Poisson's ratio, bulk density and other parameters.

[0058] In this embodiment, soil layer and building geometry models are established based on geological survey data, building construction drawings, and other data. Material property parameters are input, and loads and boundary conditions are added to form the initial building model. Once the initial building model is calculated, it includes stress diagrams, strain diagrams, settlement-deformation diagrams, bending moment diagrams, shear force diagrams, and other information. The initial building settlement displacements in step a can be obtained from these settlement-deformation diagrams. The relevant settlement displacements described below can also be obtained from the corresponding settlement-deformation diagrams for each model, and are not further detailed here.

[0059] In this embodiment, the boundary of the soil layer geometric model is larger than the boundary of the building geometric model. This configuration reduces the impact of the boundary conditions of the soil layer geometric model on the simulated uplift process (for example, the following simulation of grouting uplift using the expansion coefficient).

[0060] In this embodiment, the geological survey data includes soil profiles and foundation design parameter tables, and the soil layer geometric model is constructed using these profiles. That is, the actual soil layer profile parameters are used when building the soil layer geometric model. This setup allows for a more realistic reflection of ground settlement and a more accurate simulation of uneven building settlement.

[0061] Furthermore, according to an embodiment of the present invention, in the above step b, based on the initial building model, the shallow foundation parameters under the building raft foundation are adjusted to simulate the reinforcement of the shallow foundation, and the model of the shallow foundation after reinforcement is formed as follows:

[0062] Based on the initial building model, the elastic modulus of the shallow foundation soil layer was increased and the void ratio was reduced to achieve the purpose of strengthening the shallow foundation, thus forming a reinforced shallow foundation model. This setting can improve the strength and rigidity of the shallow foundation through the reinforcement of the shallow foundation, so that the force of the foundation base plate is coordinated, ensuring the uniformity of the lifting effect, avoiding the hidden dangers of secondary tilting of the building or foundation cracking caused by excessive local lifting, and better ensuring the lifting effect.

[0063] In this embodiment, the building raft foundation settlement displacement obtained from the shallow foundation reinforcement model approaches or is equal to the building raft foundation settlement displacement in the initial building model. In other words, the building raft foundation in the shallow foundation reinforcement model has experienced little or no settlement compared to the building raft foundation in the initial building model. This configuration ensures that the shallow foundation is fully reinforced and compacted to the required density, and that secondary soil settlement is kept within a limited range or prevented.

[0064] Furthermore, according to one embodiment of the present invention, in the above step c, based on the model of the shallow foundation after reinforcement, the parameters of the deep foundation under the building raft foundation are adjusted to simulate the reinforcement of the deep foundation, and the model of the deep foundation after reinforcement is formed as follows:

[0065] Based on the reinforced shallow foundation model, the elastic modulus of the deep foundation soil layer was increased and the void ratio was reduced to achieve the purpose of strengthening the deep foundation, thus forming a reinforced deep foundation model. This setting can form a bearing layer with sufficient bearing capacity within a certain range and thickness through deep foundation reinforcement, providing a good support point for the lifting of the intermediate lifting layer.

[0066] Furthermore, according to one embodiment of the present invention, in the above step d, the intermediate lifting layer between the deep foundation and the shallow foundation is divided into a plurality of lifting areas, and corresponding simulated lifting is performed according to the settlement displacement of each area to achieve simulated lifting of the building, including:

[0067] Divide the middle lifting layer into multiple lifting areas;

[0068] According to the settlement of each lifting area, different volume expansion coefficients are set;

[0069] Each lifting area is simulated based on its volume expansion coefficient, achieving simulated building lift. This setup simulates the effects of grouting pressure based on different volume expansion coefficients, causing volume expansion and squeezing of the overburden layer, ultimately lifting the overlying building. Furthermore, the simulated building lift effect is consistent with the actual project's regional grouting lift effect. By continuously adjusting the volume expansion coefficient, the building is ultimately lifted and corrected.

[0070] Furthermore, in this embodiment, the present invention also includes: arranging multiple simulated lift monitoring points around the building geometry model in the initial building model. During the simulated building lift, each simulated lift monitoring point monitors the simulated lift displacement value at each point in the building. This arrangement allows for clearer monitoring of lift displacement data and trends at each monitoring point, better verifying the feasibility of the actual compaction grouting correction building construction plan.

[0071] Furthermore, in this embodiment, the boundaries between the shallow foundation, the intermediate raised layer, and the deep foundation extend 3 to 5 meters beyond the building's raft foundation boundary. This arrangement increases the surface area of ​​base pressure action and the range of the stress diffusion angle, thereby better resisting upper loads and reducing uneven foundation settlement.

[0072] According to the above solution of the present invention, different volume expansion coefficients are set in different settlement areas of the soil in the middle lifting layer. The volume expansion coefficients are used to simulate the effect of grouting pressure, so that the volume of the soil in the middle lifting layer expands and squeezes the overlying soil layer, thereby achieving the purpose of lifting the overlying building. In this way, the changes in the lifting of the building can be more intuitive and clear, and the consistency of the simulated building lifting effect and the actual engineering building lifting effect is achieved;

[0073] According to the above solution of the present invention, the present invention obtains simulated data of uplift displacement (i.e., simulated uplift displacement value) through each monitoring point, compares and analyzes the simulated data of uplift displacement with the on-site engineering monitoring data, and verifies the feasibility of the actual construction plan of compaction grouting reinforcement and uplift building;

[0074] In actual grouting, different grouting designs produce significantly different lifting effects. This often leads to wasted slurry, increased project costs, and difficulty controlling the grouting effect, posing safety risks. This paper uses numerical simulation to optimize the design of actual grouting correction projects, achieving both project economic efficiency and safety.

[0075] Based on the above solution of the present invention, the solution of the present invention is described in detail below in the form of a specific embodiment in conjunction with the accompanying drawings.

[0076] Example 1

[0077] A residential building project has one underground floor with a floor height of -5.7m and 26 floors above ground. The ground floor is 5.050m high, and the remaining floors are 2.950m high. The raft foundation rests on a gravel layer. The bearing stratum is a gravel layer with high porosity. Plastic to soft-plastic silty clay of varying thickness exists near and below the bearing stratum. This insufficient bearing capacity leads to uneven settlement. The foundation design parameters from the geological survey are shown in Table 1 below:

[0078]

[0079] Midas-gts modeling and analysis was conducted on a typical raft foundation building to verify the feasibility of the actual compaction grouting and deviation correction and lifting construction plan, providing a reference example for similar projects:

[0080] Step 1: Form an initial building model. Based on geological survey data, construction drawings and other information, establish soil layer geometry models and building geometry models, and input material property parameters. The elastic modulus is twice Es1-2, and parameters such as Poisson's ratio and bulk density are selected according to the table data. Add gravity load and soil static boundary conditions to form the initial building model and calculate the initial settlement displacement. The building is tilted toward the southeast, as shown in Figures 2, 3 and 4.

[0081] Step 2: Form a model of the shallow foundation after reinforcement, as shown in Figures 5 and 6. On the basis of the initial building model, increase the elastic modulus of the soil layer of the shallow foundation and reduce the porosity ratio to achieve the purpose of reinforcing the shallow foundation. Form a model of the shallow foundation after reinforcement and calculate the settlement displacement. The reinforcement of the shallow foundation can improve the strength and stiffness of the area, coordinate the force of the foundation bottom plate, ensure the uniformity of the lifting effect, avoid hidden dangers such as secondary tilting of the building or foundation cracking due to excessive local lifting, and better ensure the lifting effect.

[0082] Step 3: Form a reinforced deep foundation model, as shown in Figures 5 and 7. Based on the reinforced shallow foundation model, increase the elastic modulus of the deep foundation soil layer and reduce the porosity to achieve the purpose of reinforcing the deep foundation. This reinforced deep foundation model is then formed and the settlement displacement is calculated. The reinforcement of the deep foundation forms a bearing layer with sufficient bearing capacity within a certain range and thickness, providing a good support point for the lifting of the intermediate lifting layer.

[0083] Step 4: Elevating the intermediate lifting layer. As shown in Figures 5, 8, and 9, based on the model after deep foundation reinforcement, the intermediate soil layer was divided into six regions. Based on the settlement conditions of each region, different "volume expansion coefficients ε" were set: ε1 = 12%, ε2 = 12%, ε3 = 14%, ε4 = 2.5%, ε5 = 2%, and ε6 = 1.7%. This simulated grouting pressure caused volume expansion and squeezed the overlying soil layer, ultimately lifting the overlying building. The lifted building model is shown in Figures 10 and 11. After the building was lifted, the simulated displacement values ​​for 16 monitoring points (1# to 16#) on the east and west sides of the building were compared with the on-site engineering monitoring data, verifying the feasibility of the actual compaction grouting and deviation correction building construction plan, as shown in Figures 12, 13, and 14.

[0084] Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present invention and are not limiting. Although the present invention has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made in form and details without departing from the scope defined by the claims of the present invention.

Claims

1. A building reinforcement and lifting method based on numerical simulation, characterized in that: include: Based on the Midas-gts numerical modeling system, an initial building model representing the building that has undergone settlement is established, and the initial settlement displacement of the building is obtained according to the initial building model; Based on the Midas-gts numerical modeling system, on the basis of the initial building model, the elastic modulus of the soil layer of the shallow foundation is increased and the porosity ratio is reduced to achieve the purpose of strengthening the shallow foundation and form a model after the shallow foundation reinforcement; Based on the Midas-gts numerical modeling system, on the basis of the model after shallow foundation reinforcement, the elastic modulus of the soil layer of the deep foundation is increased and the porosity ratio is reduced to achieve the purpose of reinforcing the deep foundation and form a model after deep foundation reinforcement; Based on the model after deep foundation reinforcement, the middle lifting layer between the deep foundation and the shallow foundation is divided into multiple lifting areas, and corresponding simulated lifting is performed according to the settlement displacement of each area to achieve simulated lifting of the building; Build an initial building model representing the building that will experience settlement, including: Based on the Midas-gts numerical modeling system, the soil layer geometry model and the building geometry model are established according to the geological survey data parameters and the construction drawing data parameters; Inputting material property parameters into the soil layer geometry model and the building geometry model respectively; Meshing the soil layer geometry model and the building geometry model; Applying gravity load and soil static boundary conditions to the meshed soil layer geometry model and building geometry model to form an initial building model; Among them, the material property parameters include elastic modulus, porosity, Poisson's ratio and bulk density.

2. The method for strengthening and lifting a building based on numerical simulation according to claim 1, characterized in that: The boundary of the soil layer geometric model is larger than the boundary of the building geometric model.

3. The method for strengthening and lifting a building based on numerical simulation according to claim 1, characterized in that: The geological survey data includes a soil layer profile and a foundation design parameter table, and the soil layer geometric model is constructed using the soil layer profile and the foundation design parameter table.

4. The method for strengthening and lifting a building based on numerical simulation according to claim 1, characterized in that: The settlement displacement of the building raft foundation obtained through the model after the shallow foundation reinforcement is close to or equal to the settlement displacement of the building raft foundation in the initial building model.

5. The method for strengthening and lifting a building based on numerical simulation according to claim 1, characterized in that: The intermediate lifting layer between the deep foundation and the shallow foundation is divided into a plurality of lifting areas, and corresponding simulated lifting is performed according to the settlement displacement of each area to realize the simulated lifting of the building, including: Divide the middle lifting layer into multiple lifting areas; Different volume expansion coefficients are set according to the settlement of each lifting area; The lifting of each lifting area is simulated according to each volume expansion coefficient to achieve simulated grouting lifting of the building.

6. The method for strengthening and lifting a building based on numerical simulation according to claim 1, characterized in that: Also includes: A plurality of simulated lifting monitoring points are arranged around the building geometric model in the initial building model. When the building is lifted in a simulated manner, each simulated lifting monitoring point monitors the simulated lifting displacement value of each point of the building.

7. The method for strengthening and lifting a building based on numerical simulation according to any one of claims 1 to 6, characterized in that: The boundary between the shallow foundation, the middle lifting layer and the deep foundation is a range extending 3 to 5 meters outside the boundary of the building raft foundation.

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