Seismic reinforcement method based on brick-concrete structure wall

Abstract

The present invention relates to the technical field of building reinforcement, and in particular to a seismic reinforcement method based on a brick-concrete structure wall, comprising: determining the connection relationship between simulated reinforced steel bars based on a stress concentration coefficient, and determining the setting area of ​​the steel bars based on a regional coordination index; determining the correlation relationship of the steel bars in the corresponding area based on the reinforcement efficiency coefficient; determining the type of shock wave based on the spectral characteristic value of the shock wave, and determining whether the shock wave has an impact on the brick-concrete structure wall based on the energy peak; determining the brick-concrete structure wall layout and steel bar layout of several areas in the simulated reinforcement based on the shock wave energy attenuation coefficient; determining whether the proportion of defective areas of the brick-concrete structure wall is qualified based on defect characteristic characterization parameters; and adjusting the steel bar layout based on the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area. The present invention improves the seismic resistance of the brick-concrete structure wall.

Description

Technical Field

[0001] The present invention relates to the technical field of building reinforcement, and in particular to an earthquake-resistant reinforcement method based on a brick-concrete structure wall. Background Art

[0002] Brick-concrete structure is a building form widely used in small and medium-sized cities and towns. It is characterized by simple design and construction and low cost. However, its main materials are brittle, have poor ductility, and weak seismic performance. Historical earthquakes have shown that brick-concrete houses are prone to casualties and property losses due to wall damage and overall collapse. A large number of existing brick-concrete houses are not designed according to current seismic standards, and have problems such as excessive transverse wall spacing and insufficient bearing capacity. As the service life increases, problems such as wall cracking and foundation settlement further weaken the seismic resistance. Therefore, improving the safety of brick-concrete structures through seismic reinforcement has become a key task in disaster prevention and mitigation.

[0003] Chinese patent application publication number: CN116876881A discloses an assembled seismic reinforcement structure for a brick-concrete structure wall, which includes a flexible reinforcement mechanism, a diagonal mechanism and a tensioning mechanism. The flexible reinforcement mechanism is arranged on one side of the wall, and the diagonal mechanism is arranged on the other side of the wall. The flexible reinforcement mechanism includes a number of flexible strips fixed to the wall by a first fastener, and the flexible strips are staggered to form a mesh structure; the diagonal mechanism includes a number of inclined pull rods, which connect the ground and the wall; the tensioning mechanism includes a base plate, a support seat and a cable, and the two ends of the cable are respectively and one-to-one connected to two flexible strips parallel to each other; the base plate is arranged on the wall through a second fastener and is located on the inner side of the cable, and the cable is arched at the support seat in a direction away from the wall.

[0004] However, the existing technology has the following problems: the existing technology does not process shock waves during the wall reinforcement process, and does not adequately process the interaction between shock waves and the brick-concrete structure walls and steel bars, resulting in poor seismic resistance of the brick-concrete structure walls. Summary of the Invention

[0005] To this end, the present invention provides a seismic reinforcement method based on a brick-concrete structure wall, which is used to overcome the problem that the existing technology does not process the shock waves during the wall reinforcement process, and does not adequately process the interaction between the shock waves and the brick-concrete structure wall and the steel bars, resulting in poor seismic resistance of the brick-concrete structure wall.

[0006] To achieve the above-mentioned object, the present invention provides a method for seismic reinforcement of a brick-concrete structure wall, comprising:

[0007] Based on the stress concentration factor of the brick-concrete structure wall, the connection relationship between the simulated reinforcement steel bars is determined to determine the setting area of ​​the steel bars according to the regional coordination index and the steel bar spacing;

[0008] Determine the correlation between the steel bars in the corresponding areas based on the reinforcement efficiency coefficient of the brick-concrete structure wall after simulation reinforcement;

[0009] The type of shock wave is determined based on the spectrum characteristic value of the shock wave released by the simulation analysis, so as to determine whether the shock wave has an impact on the brick-concrete structure wall according to the energy peak of the corresponding shock wave;

[0010] Under the condition that the impact of the shock wave on the brick-concrete structure wall is determined, the brick-concrete structure wall layout and the steel bar layout of several areas in the simulated reinforcement are determined based on the shock wave energy attenuation coefficient of the brick-concrete structure wall;

[0011] Simulate the application of shock waves of different frequency bands to the reinforced brick-concrete structure wall to obtain the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data after the earthquake, and determine whether the defect area ratio of the brick-concrete structure wall is qualified based on the defect characteristic parameters jointly determined by the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data;

[0012] Under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, the steel bar layout is adjusted based on the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area.

[0013] Furthermore, the connection relationship between the simulated reinforced steel bars is determined based on the comparison result of the stress concentration coefficient of the brick-concrete structure wall and the preset stress concentration coefficient, wherein:

[0014] Determining that the simulated reinforced steel bars are connected by tying based on a comparison result that the stress concentration coefficient is less than or equal to a preset stress concentration coefficient;

[0015] Based on the comparison result that the stress concentration coefficient is greater than the preset stress concentration coefficient, it is determined that the simulated reinforced steel bars are connected by welding.

[0016] Furthermore, under the condition of determining the corresponding connection relationship between the steel bars, the setting area of ​​the steel bars is determined based on the comparison result of the regional coordination index of the brick-concrete structure wall and the preset regional coordination index, wherein,

[0017] Determining the reinforcement arrangement area as a loose area based on a comparison result that the regional coordination index is less than or equal to a preset regional coordination index;

[0018] The arrangement area of ​​the steel bars is determined to be a compact area based on a comparison result that the regional coordination index is greater than a preset regional coordination index.

[0019] Furthermore, under the condition of determining the setting area of ​​the steel bars, the correlation relationship of the steel bars in the corresponding area is determined based on the comparison result of the reinforcement efficiency coefficient of the brick-concrete structure wall after simulated reinforcement and the preset reinforcement efficiency coefficient, wherein,

[0020] Determining that the steel bars in the corresponding area adopt an independent reinforcement mode association based on the comparison result that the reinforcement efficiency coefficient is less than or equal to the preset reinforcement efficiency coefficient;

[0021] Based on the comparison result that the reinforcement efficiency coefficient is greater than the preset reinforcement efficiency coefficient, it is determined that the steel bars in the corresponding area adopt an overall coordinated reinforcement mode association.

[0022] Furthermore, the type of the seismic wave is determined based on a comparison result between the spectrum characteristic value of the seismic wave and a preset spectrum characteristic value, wherein:

[0023] Determining that the shock wave is a low-frequency shock wave based on a comparison result that the frequency spectrum characteristic value is less than or equal to a preset frequency spectrum characteristic value;

[0024] The seismic wave is determined to be a high-frequency seismic wave based on a comparison result that the spectrum characteristic value is greater than a preset spectrum characteristic value.

[0025] Furthermore, under the condition of determining the type of shock wave, the impact of the shock wave on the brick-concrete structure wall before reinforcement is determined based on the comparison result that the energy peak of the corresponding shock wave is greater than the energy peak threshold, and the increase in the proportion of concrete in the brick-concrete structure wall and the increase in the number of steel bars are determined based on the comparison result that the shock wave energy attenuation coefficient is less than or equal to the preset shock wave energy attenuation coefficient.

[0026] Furthermore, under the condition of determining the type of shock wave, the impact of the shock wave on the brick-concrete structure wall before reinforcement is determined based on the comparison result that the energy peak of the corresponding shock wave is greater than the energy peak threshold, and the increase of the wall thickness and the increase of the steel bar spacing are determined based on the comparison result that the shock wave energy attenuation coefficient of the brick-concrete structure wall is greater than the preset shock wave energy attenuation coefficient.

[0027] Furthermore, based on the comparison result that the defect feature characterization parameters jointly determined based on the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data are greater than the preset defect feature characterization parameters, it is determined that the proportion of the defect area of ​​the brick-concrete structure wall is unqualified.

[0028] Furthermore, under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, based on the comparison result that the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area is less than or equal to the preset overall offset efficiency index, it is determined to reduce the steel bar spacing by the first preset steel bar spacing adjustment coefficient.

[0029] Furthermore, under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, based on the comparison result that the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area is greater than the preset overall offset efficiency index, it is determined to reduce the steel bar spacing by a second preset steel bar spacing adjustment coefficient.

[0030] Compared with the existing technology, the beneficial effect of the present invention lies in that the present invention determines the connection mode, position and spacing of steel bars through the stress concentration coefficient and the regional coordination index, uses the reinforcement efficiency coefficient to analyze the synergistic relationship between steel bars, combines the seismic wave spectrum characteristics to screen the earthquake type affecting the wall, dynamically adjusts the wall and steel bar layout according to the seismic wave energy attenuation coefficient, quantifies the proportion of defective areas and determines the eligibility through post-earthquake point cloud data, and accurately optimizes the steel bar layout based on the overall offset efficiency index for unqualified areas, thereby improving the bearing capacity of the brick-concrete structure wall, predicts the damage risk in combination with the seismic wave spectrum characteristics, dynamically adjusts the seismic design of the wall and steel bar, and uses point cloud data to quantify post-earthquake damage, thereby improving the overall stability and durability of the wall under the action of complex seismic waves, thereby improving the seismic performance of the wall.

[0031] Furthermore, the present invention selects the steel bar connection method based on the stress concentration coefficient analyzed by the finite element model, divides the steel bar setting area according to the regional coordination index, improves the node strength, avoids the risk of secondary stress concentration, and the flexible deformation capacity of the binding connection complements the rigid enhancement characteristics of welding, thereby improving the seismic performance of the wall.

[0032] Furthermore, the present invention dynamically selects the reinforcement pattern through the reinforcement efficiency coefficient, thereby reducing the risk of local stress concentration, adjusting according to geological conditions, adapting to the needs of seismic fortification, having strong scalability, and improving the bearing capacity and seismic safety of brick-concrete structure walls.

[0033] Furthermore, the present invention distinguishes low-frequency shock waves from high-frequency shock waves through spectral characteristic values, and determines whether the shock waves have an impact on the brick-concrete wall based on the energy peak value. If the shock waves have an impact, the reinforcement plan is adjusted according to the shock wave energy attenuation coefficient, thereby improving the targeted identification of shock waves, reducing the possibility of misjudgment of low-energy shock waves, dynamically deciding the reinforcement direction, strengthening material performance when the attenuation is low, and optimizing structural energy consumption when the attenuation is high, thereby improving the seismic resistance of the wall.

[0034] Furthermore, the present invention determines whether the defect area ratio is qualified through defect characteristic parameters. If it is unqualified, the steel bar spacing is adjusted based on the overall offset efficiency index to make the steel bar configuration more adaptable, improve the defect detection accuracy, and enhance the bearing capacity of the brick-concrete structure wall, thereby improving the seismic performance of the wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] Figure 1This is a flow chart of a method for seismic reinforcement of a brick-concrete structure wall according to an embodiment of the present invention;

[0036] Figure 2 A flowchart for determining a setting area for steel bars according to an embodiment of the present invention;

[0037] Figure 3 A flowchart of determining the impact of the association relationship of steel bars in corresponding areas according to an embodiment of the present invention;

[0038] Figure 4 Flowchart of determining the type of shock wave according to an embodiment of the present invention. DETAILED DESCRIPTION

[0039] In order to make the objects and advantages of the present invention more clearly understood, the present invention is further described below in conjunction with embodiments; it should be understood that the specific embodiments described herein are merely used to explain the present invention and are not intended to limit the present invention.

[0040] 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 intended to limit the scope of protection of the present invention.

[0041] It should be pointed out that the data in this embodiment are obtained by comprehensive analysis and evaluation of the historical test data and the corresponding historical test results of the three months before this test. It can be understood by those skilled in the art that the present invention can determine the above parameters for a single item by selecting the value with the highest proportion as the preset standard parameter based on the data distribution, using weighted summation to use the obtained value as the preset standard parameter, substituting each historical data into a specific formula and using the value obtained by the formula as the preset standard parameter or other selection methods, as long as the present invention can clearly define the different specific situations in the single determination process through the obtained values.

[0042] See also Figure 1 As shown, it is a flow chart of the seismic reinforcement method based on a brick-concrete structure wall according to an embodiment of the present invention.

[0043] The embodiment of the present invention is based on a seismic reinforcement method for a brick-concrete structure wall, comprising:

[0044] Step S1, determining the connection relationship between the simulated reinforcement steel bars based on the stress concentration factor of the brick-concrete structure wall, determining the setting area of ​​the steel bars according to the regional coordination index, and determining the steel bar spacing;

[0045] Step S2, determining the correlation relationship of the steel bars in the corresponding area based on the reinforcement efficiency coefficient of the brick-concrete structure wall after simulated reinforcement;

[0046] Step S3, determining the type of the shock wave based on the spectrum characteristic value of the shock wave released by the simulation analysis, and determining whether the shock wave has an impact on the brick-concrete structure wall according to the energy peak value of the corresponding shock wave;

[0047] Step S4, determining the brick-concrete structure wall layout and steel bar layout of several areas in the simulated reinforcement based on the shock wave energy attenuation coefficient of the brick-concrete structure wall, under the condition that the shock wave has an impact on the brick-concrete structure wall;

[0048] Step S5, simulating the application of shock waves of different frequency bands to the reinforced brick-concrete structure wall to obtain the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data after the earthquake, and determining whether the defect area ratio of the brick-concrete structure wall is qualified based on the defect characteristic characterization parameters jointly determined by the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data;

[0049] Step S6: Under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, adjusting the steel bar layout is determined based on the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area.

[0050] Specifically, the present invention determines the connection mode, position and spacing of steel bars through the stress concentration coefficient and the regional coordination index, analyzes the synergistic relationship between steel bars using the reinforcement efficiency coefficient, screens the earthquake type affecting the wall in combination with the seismic wave spectrum characteristics, dynamically adjusts the wall and steel bar layout according to the seismic wave energy attenuation coefficient, quantifies the proportion of defective areas and determines the eligibility through post-earthquake point cloud data, and accurately optimizes the steel bar layout based on the overall offset efficiency index for unqualified areas, thereby improving the bearing capacity of the brick-concrete structure wall, predicts the risk of damage in combination with the seismic wave spectrum characteristics, dynamically adjusts the seismic design of the wall and steel bars, and uses point cloud data to quantify post-earthquake damage, thereby improving the overall stability and durability of the wall under the action of complex seismic waves, thereby improving the seismic performance of the wall.

[0051] Specifically, in step S1, the brick-concrete structure wall is simulated and reinforced. The reinforcement method is to place a steel mesh on the surface of the brick-concrete structure wall and anchor it to the original wall through the through-wall reinforcement. The simulated reinforcement process of the brick-concrete structure wall is to import the materials, loads, and geometric parameters of the brick-concrete structure wall and the reinforcement steel bars into the finite element model to obtain the finite element model of the brick-concrete structure wall and the finite element model of the brick-concrete structure wall after simulated reinforcement. The finite element model of the brick-concrete structure wall approximates the actual structure of the wall by dividing the wall into a finite number of regions. Each region has a node, and mechanical quantities such as displacement and stress can be calculated at the node.

[0052] Specifically, the embodiment of the present invention determines the connection relationship between the simulated reinforced steel bars by comparing the stress concentration coefficient of the brick-concrete structure wall analyzed by the finite element model with the preset stress concentration coefficient;

[0053] When the stress concentration factor is less than or equal to the preset stress concentration factor, it is determined that the steel bars for simulated reinforcement are connected by binding;

[0054] When the stress concentration factor is greater than a preset stress concentration factor, it is determined that the steel bars for simulated reinforcement are connected by welding.

[0055] In the embodiment of the present invention, the preset stress concentration factor is 1.1, and the preset stress concentration factor has a value range of 1.05 to 1.20, but the above values ​​are not limited thereto, and those skilled in the art may also adjust the values ​​according to actual needs.

[0056] During implementation, the stress concentration coefficient is the ratio of the peak stress to the average stress of the brick-concrete structure wall, wherein the peak stress is the maximum stress in the finite element model of the brick-concrete structure wall, and the average stress is the average stress in the finite element model of the brick-concrete structure wall.

[0057] In an embodiment of the present invention, the binding connection is to fix the intersection of the steel bars by metal wires to form a flexible connection, and the welding connection is to achieve a rigid connection by melting the ends of the steel bars at high temperature.

[0058] It is understandable that the stress concentration factor directly reflects the uniformity of stress distribution at the reinforced node. A tied connection indicates a relatively uniform stress distribution. At this time, the flexible characteristics of the tied connection can adapt to slight deformations and avoid secondary stress concentration caused by rigid constraints. A welded connection indicates the existence of a high-risk stress gradient locally. The rigid characteristics of the welded connection are needed to enhance the node strength to prevent crack expansion or structural failure.

[0059] See also Figure 2 As shown, it is a flow chart of determining the setting area of ​​steel bars according to an embodiment of the present invention.

[0060] Specifically, the embodiment of the present invention determines the reinforcement arrangement area based on the comparison result of the regional coordination index of the brick-concrete structure wall and the preset regional coordination index under the condition of determining the connection relationship between the simulated reinforcement steel bars;

[0061] When the regional coordination index is less than or equal to the preset regional coordination index, the reinforcement setting area is determined to be a loose area;

[0062] When the regional coordination index is greater than the preset regional coordination index, the arrangement area of ​​the steel bars is determined to be a compact area.

[0063] In the embodiment of the present invention, the preset regional coordination index is 1.15, and the preset stress concentration factor is in the range of 1.10 to 1.20, but the above values ​​are not limited thereto, and those skilled in the art may also adjust the values ​​according to actual needs.

[0064] During implementation, the regional coordination index is the ratio of the maximum displacement difference of the stress area in the finite element model of the brick-concrete structure wall to the average displacement difference in the finite element model of the brick-concrete structure wall, wherein the displacement difference is the difference between the maximum displacement and the minimum displacement of each stress area.

[0065] In an embodiment of the present invention, the loose area is an area where the stress distribution is relatively uniform and the load-bearing requirements can be met without dense reinforcement, such as the middle of a wall; the tight area is an area where the local deformation difference is significant and there is a risk of stress concentration, and the constraint needs to be enhanced by dense reinforcement, such as the beam end and the surrounding area of ​​door and window openings.

[0066] During implementation, the spacing between the steel bars in the loose area is in the range of 200 mm to 300 mm, preferably 250 mm, and the spacing between the steel bars in the tight area is in the range of 150 mm to 200 mm, preferably 180 mm.

[0067] In a specific embodiment, the steel bars in the loose area are 250 mm, the spacing of the steel bar network in the loose area is 250 mm×250 mm, and the steel bars in the tight area are 180 mm, the spacing of the steel bar network in the tight area is 180 mm×180 mm.

[0068] Specifically, the present invention selects the steel bar connection method based on the stress concentration coefficient analyzed by the finite element model, divides the steel bar setting area according to the regional coordination index, improves the node strength, avoids the risk of secondary stress concentration, and complements the flexible deformation capacity of the binding connection with the rigid enhancement characteristics of welding, thereby improving the seismic performance of the wall.

[0069] See also Figure 3 As shown, it is a flow chart of determining the impact of the association relationship of steel bars in corresponding areas according to an embodiment of the present invention.

[0070] Specifically, after determining the area where the steel bars are to be installed, the embodiment of the present invention determines the influence of the correlation relationship of the steel bars in the corresponding area based on the comparison result of the reinforcement efficiency coefficient of the brick-concrete structure wall after simulated reinforcement and the preset reinforcement efficiency coefficient;

[0071] When the reinforcement efficiency coefficient is less than or equal to the preset reinforcement efficiency coefficient, it is determined that the steel bars in the corresponding area adopt an independent reinforcement mode;

[0072] When the reinforcement efficiency coefficient is greater than the preset reinforcement efficiency coefficient, it is determined that the steel bars in the corresponding area adopt an overall coordinated reinforcement mode.

[0073] In the embodiment of the present invention, the preset reinforcement efficiency coefficient is 1.5, but the above value is not limited thereto, and those skilled in the art may also adjust the value according to actual needs.

[0074] During the implementation process, the reinforcement efficiency coefficient is the ratio of the ultimate bearing capacity of the brick-concrete structure wall after simulated reinforcement to the ultimate bearing capacity of the brick-concrete structure wall before simulated reinforcement. The ultimate bearing capacity is obtained based on finite element model analysis. The ultimate bearing capacity is the maximum load that the brick-concrete structure wall can withstand. The ultimate bearing capacity is conventional technology and will not be described in detail here.

[0075] In the embodiment of the present invention, the independent reinforcement mode is a design in which the steel bars in each region are independently subjected to stress, and the overall coordinated reinforcement mode is a design in which the load transfer between regions is enhanced by cross anchoring and continuous reinforcement.

[0076] Specifically, the present invention dynamically selects the reinforcement pattern through the reinforcement efficiency coefficient, reduces the risk of local stress concentration, adjusts according to geological conditions, adapts to seismic fortification needs, has strong scalability, and improves the bearing capacity and seismic safety of brick-concrete structure walls.

[0077] See also Figure 4 As shown in FIG, it is a flow chart of determining the shock wave type according to an embodiment of the present invention. ‌

[0078] Specifically, the seismic wave of the embodiment of the present invention is simulated and analyzed, and the type of the seismic wave is determined based on the comparison result of the spectrum characteristic value of the seismic wave released by the simulation analysis and the preset spectrum characteristic value;

[0079] When the frequency spectrum characteristic value is less than or equal to a preset frequency spectrum characteristic value, the shock wave is determined to be a low-frequency shock wave;

[0080] When the frequency spectrum characteristic value is greater than a preset frequency spectrum characteristic value, it is determined that the shock wave is a high-frequency shock wave.

[0081] In the embodiment of the present invention, the preset spectrum characteristic value is 10, but the above value is not limited thereto, and those skilled in the art may also adjust the value according to actual needs.

[0082] During the implementation process, the frequency domain analysis of the shock wave signal is performed through fast Fourier transform to extract the main frequency and energy ratio parameters. The spectrum characteristic value is the ratio of the main frequency to the average frequency.

[0083] In the embodiment of the present invention, the low-frequency shock wave is a shock wave whose energy is concentrated in the low-frequency band, and the high-frequency shock wave is a shock wave whose energy is concentrated in the high-frequency band.

[0084] Specifically, the embodiment of the present invention determines whether the seismic wave has an impact on the masonry wall before reinforcement based on a comparison result of the energy peak of the corresponding seismic wave and the energy peak threshold, under the condition of determining the seismic wave type;

[0085] When the energy peak value is less than or equal to the energy peak threshold value, it is determined that the shock wave has no impact on the brick-concrete structure wall before reinforcement;

[0086] When the energy peak is greater than the energy peak threshold, it is determined that the shock wave has an impact on the brick-concrete structure wall before reinforcement.

[0087] In the embodiment of the present invention, the energy peak threshold is set to 0.5m / s 2 The energy peak threshold is obtained when the energy peak value when several historical shock waves have no impact on the brick-concrete wall before reinforcement is taken as the maximum value, but the above value is not limited to this, and technical personnel in this field can also adjust the value according to actual needs.

[0088] During the implementation process, the energy peak is the maximum value of the acceleration response of the brick-concrete structure wall before reinforcement extracted by time domain integration.

[0089] It is understandable that the energy peak reflects the maximum instantaneous energy release intensity of the shock wave in the time domain, directly represents the impact force of the shock wave on the structure, and has an intrinsic correlation with the design requirements of the structural bearing capacity.

[0090] Specifically, the embodiment of the present invention determines the layout of the brick-concrete structure walls and the layout of the steel bars in several areas of the simulated reinforcement according to the comparison result of the shock wave energy attenuation coefficient of the brick-concrete structure wall and the preset shock wave energy attenuation coefficient, under the condition that the shock wave has an impact on the brick-concrete structure wall.

[0091] When the shock wave energy attenuation coefficient is less than or equal to the preset shock wave energy attenuation coefficient, it is determined to increase the proportion of concrete in the brick-concrete structure wall and increase the number of steel bars;

[0092] When the shock wave energy attenuation coefficient is greater than the preset shock wave energy attenuation coefficient, it is determined to increase the wall thickness and the steel bar spacing.

[0093] In the embodiment of the present invention, the preset value of the shock wave energy attenuation coefficient is 0.6, but the above value is not limited thereto, and those skilled in the art can also adjust the value according to actual needs.

[0094] During implementation, the shock wave energy attenuation coefficient is the ratio of the difference between the total shock wave input energy and the residual energy after wall vibration attenuation to the total shock wave input energy.

[0095] Specifically, the present invention distinguishes low-frequency shock waves from high-frequency shock waves through spectral characteristic values, and determines whether the shock waves have an impact on the brick-concrete wall based on the energy peak. If the shock waves have an impact, the reinforcement plan is adjusted according to the shock wave energy attenuation coefficient, thereby improving the targeted identification of shock waves, reducing the possibility of misjudgment of low-energy shock waves, dynamically deciding the reinforcement direction, strengthening material performance when the attenuation is low, and optimizing structural energy consumption when the attenuation is high, thereby improving the seismic resistance of the wall.

[0096] Specifically, in step S5, the process of applying shock waves of different frequency bands to the reinforced brick-concrete structure wall is simulated, a virtual point cloud is generated through finite element node coordinate mapping, and the ICP algorithm is used to realize pre-earthquake / post-earthquake point cloud alignment to obtain the post-earthquake brick-concrete structure wall layout point cloud data and steel bar layout point cloud data.

[0097] Specifically, the embodiment of the present invention determines whether the proportion of defective areas of the brick-concrete structure wall is qualified based on a comparison result of defect characteristic characterization parameters jointly determined by the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data with preset defect characteristic characterization parameters;

[0098] When the defect characteristic characterization parameter is less than or equal to the preset defect characteristic characterization parameter, it is determined that the proportion of defective areas of the brick-concrete structure wall is qualified;

[0099] When the defect characteristic characterization parameter is greater than the preset defect characteristic characterization parameter, it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified.

[0100] In the embodiment of the present invention, the preset defect characteristic parameter value is 12 mm, but the above value is not limited thereto, and those skilled in the art may also adjust the value according to actual needs.

[0101] During the implementation process, the defect characteristic parameter is the ratio of the sum of the three-dimensional displacement deviations of several measuring points to the number of measuring points.

[0102] In an embodiment of the present invention, the brick-concrete structure wall defect area is a structural abnormal area obtained through the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data, including excessive geometric deformation and material damage.

[0103] Specifically, in an embodiment of the present invention, under the condition that the proportion of defective areas of a brick-concrete structure wall is determined to be unqualified, the steel bar layout is adjusted according to a comparison result of the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area with a preset overall offset efficiency index;

[0104] When the overall offset efficiency index is less than or equal to the preset overall offset efficiency index, it is determined to reduce the steel bar spacing to a corresponding value using a first preset steel bar spacing adjustment coefficient of 0.98;

[0105] When the overall offset efficiency index is greater than the preset overall offset efficiency index, it is determined to reduce the steel bar spacing to a corresponding value using a second preset steel bar spacing adjustment coefficient of 0.94.

[0106] In the embodiment of the present invention, the preset value of the overall offset performance index is 0.68, but the above value is not limited thereto, and those skilled in the art may also adjust the value according to actual needs.

[0107] In the implementation process, the overall offset efficiency index is the ratio of the equivalent stiffness of the defective area to the equivalent stiffness of the corresponding area of ​​the brick-concrete structure wall, multiplied by the ratio of the average equivalent stiffness of several adjacent areas to the average equivalent stiffness of several corresponding areas of the brick-concrete structure wall.

[0108] In an embodiment of the present invention, the reduced steel bar spacing is the product of the steel bar spacing and the preset steel bar spacing adjustment coefficient. The preset steel bar spacing adjustment coefficient includes a first preset steel bar spacing adjustment coefficient, which has a value of 0.98 and a second preset steel bar spacing adjustment coefficient, which has a value of 0.94. In order to ensure that the adjusted steel bar spacing meets actual needs, the adjustment range should not be too large, so the corresponding adjustment coefficient is set to control the adjustment range.

[0109] Specifically, the present invention uses defect characteristic parameters to determine whether the defect area ratio is qualified. If it is unqualified, the spacing between steel bars is adjusted based on the overall offset efficiency index, making the steel bar configuration more adaptable, improving defect detection accuracy, and enhancing the bearing capacity of brick-concrete structure walls, thereby improving the seismic performance of the walls.

[0110] Thus far, the technical solutions of the present invention have been described in conjunction with 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 may make equivalent changes or substitutions to the relevant technical features, and the technical solutions after such changes or substitutions will fall within the scope of protection of the present invention.

[0111] The foregoing description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Those skilled in the art will readily appreciate that the present invention is susceptible to various modifications and variations. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present invention are intended to be within the scope of protection of the present invention.

Claims

1. A seismic reinforcement method based on a brick-concrete structure wall, characterized in that: include: Based on the stress concentration factor of the brick-concrete structure wall, the connection relationship between the simulated reinforcement steel bars is determined to determine the setting area of ​​the steel bars according to the regional coordination index and the steel bar spacing; Determine the correlation between the steel bars in the corresponding areas based on the reinforcement efficiency coefficient of the brick-concrete structure wall after simulation reinforcement; The type of shock wave is determined based on the spectrum characteristic value of the shock wave released by the simulation analysis, so as to determine whether the shock wave has an impact on the brick-concrete structure wall according to the energy peak of the corresponding shock wave; Under the condition that the impact of the shock wave on the brick-concrete structure wall is determined, the brick-concrete structure wall layout and the steel bar layout of several areas in the simulated reinforcement are determined based on the shock wave energy attenuation coefficient of the brick-concrete structure wall; Simulate the application of shock waves of different frequency bands to the reinforced brick-concrete structure wall to obtain the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data after the earthquake, and determine whether the defect area ratio of the brick-concrete structure wall is qualified based on the defect characteristic parameters jointly determined by the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data; Under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, the steel bar layout is adjusted based on the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area.

2. The seismic reinforcement method based on a brick-concrete structure wall according to claim 1 is characterized in that: The connection relationship between the simulated reinforced steel bars is determined based on the comparison result of the stress concentration coefficient of the brick-concrete structure wall and the preset stress concentration coefficient, wherein: Determining that the simulated reinforced steel bars are connected by tying based on a comparison result that the stress concentration coefficient is less than or equal to a preset stress concentration coefficient; Based on the comparison result that the stress concentration coefficient is greater than the preset stress concentration coefficient, it is determined that the simulated reinforced steel bars are connected by welding.

3. The seismic reinforcement method based on a brick-concrete structure wall according to claim 2, characterized in that: Under the condition of determining the corresponding connection relationship between the steel bars, the setting area of ​​the steel bars is determined based on the comparison result of the regional coordination index of the brick-concrete structure wall and the preset regional coordination index, wherein, Determining the reinforcement arrangement area as a loose area based on a comparison result that the regional coordination index is less than or equal to a preset regional coordination index; The arrangement area of ​​the steel bars is determined to be a compact area based on a comparison result that the regional coordination index is greater than a preset regional coordination index.

4. The seismic reinforcement method based on a brick-concrete structure wall according to claim 3 is characterized in that: Under the condition of determining the setting area of ​​steel bars, the correlation relationship of steel bars in the corresponding area is determined based on the comparison result of the reinforcement efficiency coefficient of the brick-concrete structure wall after simulated reinforcement and the preset reinforcement efficiency coefficient, where: Determining that the steel bars in the corresponding area adopt an independent reinforcement mode association based on the comparison result that the reinforcement efficiency coefficient is less than or equal to the preset reinforcement efficiency coefficient; Based on the comparison result that the reinforcement efficiency coefficient is greater than the preset reinforcement efficiency coefficient, it is determined that the steel bars in the corresponding area adopt an overall coordinated reinforcement mode association.

5. The seismic reinforcement method based on a brick-concrete structure wall according to claim 4 is characterized in that: The type of the seismic wave is determined based on a comparison result between the spectrum characteristic value of the seismic wave and a preset spectrum characteristic value, wherein: Determining that the shock wave is a low-frequency shock wave based on a comparison result that the frequency spectrum characteristic value is less than or equal to a preset frequency spectrum characteristic value; The seismic wave is determined to be a high-frequency seismic wave based on a comparison result that the spectrum characteristic value is greater than a preset spectrum characteristic value.

6. The seismic reinforcement method based on a brick-concrete structure wall according to claim 5, characterized in that: Under the condition of determining the type of shock wave, the impact of the shock wave on the brick-concrete structure wall before reinforcement is determined based on the comparison result that the energy peak of the corresponding shock wave is greater than the energy peak threshold, and the increase in the proportion of concrete in the brick-concrete structure wall and the increase in the number of steel bars are determined based on the comparison result that the shock wave energy attenuation coefficient is less than or equal to the preset shock wave energy attenuation coefficient.

7. The seismic reinforcement method based on a brick-concrete structure wall according to claim 6, characterized in that: Under the condition of determining the type of shock wave, the impact of the shock wave on the brick-concrete structure wall before reinforcement is determined based on the comparison result that the energy peak of the corresponding shock wave is greater than the energy peak threshold, and the increase of the wall thickness and the increase of the steel bar spacing are determined based on the comparison result that the shock wave energy attenuation coefficient of the brick-concrete structure wall is greater than the preset shock wave energy attenuation coefficient.

8. The seismic reinforcement method based on a brick-concrete structure wall according to claim 1, characterized in that: The defect feature characterization parameters jointly determined based on the brick-concrete structure wall layout point cloud data and the steel bar layout point cloud data are greater than the preset defect feature characterization parameters, and it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified.

9. The seismic reinforcement method based on a brick-concrete structure wall according to claim 8, characterized in that: Under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, it is determined to reduce the steel bar spacing by the first preset steel bar spacing adjustment coefficient based on the comparison result that the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area is less than or equal to the preset overall offset efficiency index.

10. The seismic reinforcement method based on a brick-concrete structure wall according to claim 8, characterized in that: Under the condition that it is determined that the proportion of defective areas of the brick-concrete structure wall is unqualified, it is determined to reduce the steel bar spacing by a second preset steel bar spacing adjustment coefficient based on the comparison result that the overall offset efficiency index of the defective area of ​​the brick-concrete structure wall and several adjacent areas centered on the defective area is greater than the preset overall offset efficiency index.

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