Industrial building load increment partition reinforcement method based on vertical component internal force redistribution

Abstract

This invention relates to the field of structural reinforcement technology in building engineering, providing a method for zonal reinforcement of industrial buildings based on the redistribution of internal forces in vertical components. The method includes: acquiring the original structural information of the existing industrial building and establishing a finite element model; performing structural internal force analysis before and after load increase; extracting the internal force values ​​of each vertical component and calculating the internal force redistribution coefficient; classifying the vertical components into safety levels and formulating differentiated reinforcement schemes; verifying and iteratively adjusting the reinforcement schemes; and outputting the final zonal reinforcement scheme and construction guidance documents. This invention accurately identifies components with large and small force increases through quantitative evaluation of the internal force redistribution coefficient and safety level classification, avoiding unnecessary reinforcement of components with sufficient safety reserves and saving building materials. Simultaneously, this invention provides a unified method for calculating the internal force redistribution coefficient and a classification standard, transforming reinforcement decision-making from experience-driven to data-driven, improving the objectivity and consistency of reinforcement schemes.

Description

Technical Field

[0001] This invention relates to the field of structural reinforcement technology in building engineering, and particularly to a method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components. Background Technology

[0002] The statements herein are provided only as background information in connection with this application and do not necessarily constitute prior art.

[0003] During the functional renovation or industrial upgrading of existing industrial buildings, it is common to increase the floor load. This increased load will disrupt the original internal force distribution pattern of the structure. The axial force, bending moment and shear force borne by each vertical load-bearing component (such as frame columns and shear wall edge components) will be redistributed unevenly, resulting in internal force redistribution. The increase in internal force of some components may far exceed the nominal increase in load, and they will enter a high stress state first, becoming a weak link in structural safety.

[0004] For the load-bearing reinforcement of existing buildings, the current conventional technical approach is to use the overall safety factor method or the uniform reinforcement method. These methods are based on the uniform load-bearing capacity safety reserve requirements and implement indiscriminate reinforcement treatment for all vertical components. Common specific structural measures include: increasing the cross-section of all columns (pouring new concrete and steel reinforcement layers around the original columns) or encasing them in steel (wrapping steel plates along the entire length of the column surface).

[0005] However, the basic idea of ​​the conventional overall safety factor method or unified reinforcement method is to meet the safety requirements after the load is increased by improving the overall load-bearing capacity of all components. This method has several inherent technical defects: First, it ignores the objective differences in the increase of internal forces between different vertical components after the load is increased, and strengthens all components with equal strength. This results in a large number of components with small increases in internal forces being over-strengthened, causing a serious waste of building materials. Second, it lacks the means to assess the degree of redistribution of internal forces. Engineers rely heavily on personal experience when formulating reinforcement plans. This not only makes it difficult to accurately identify the components that are truly in danger, but also leads to huge differences in the plans given by different designers. There is a lack of unified scientific basis and standardized procedures.

[0006] While some existing technologies exist for component priority assessment based on structural importance coefficients or seismic damage probabilities, these methods are designed for the design phase of new structures or for safety assessment under seismic conditions. Their assessment indicators and load conditions are fundamentally different from those in static load-addition and retrofit scenarios, and therefore cannot be directly applied. Summary of the Invention

[0007] This invention aims to address at least one of the technical problems existing in related technologies. To this end, this invention proposes a method for zonal reinforcement of industrial buildings based on the redistribution of internal forces in vertical components. By quantitatively evaluating the internal force redistribution coefficient and classifying safety levels, it accurately identifies components with large and small force increases, thereby avoiding unnecessary reinforcement of components with sufficient safety reserves and saving building materials. It also provides a unified method for calculating the internal force redistribution coefficient and a grading standard based on this coefficient, transforming reinforcement decisions from experience-driven to data-driven, and improving the objectivity and consistency of protection and reinforcement schemes.

[0008] According to an embodiment of the present invention, a method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components includes the following steps S1 to S8.

[0009] S1. Obtain the original structural information, material performance parameters, and load-bearing requirements of existing industrial buildings.

[0010] S2. Based on the original structural information, material performance parameters, and load requirements, establish a finite element analysis model of the existing industrial building.

[0011] S3. Based on the finite element analysis model of the existing industrial building, perform structural internal force analysis before and after the load increase, and extract the internal force values ​​of the vertical components of the existing industrial building before and after the load increase.

[0012] S4. Calculate the internal force redistribution coefficient based on the internal force values ​​of the vertical member before and after the load increase.

[0013] S5. Classify the safety level of the vertical component according to the internal force redistribution coefficient of the vertical component.

[0014] S6. Based on the different safety levels of the vertical components, formulate differentiated reinforcement schemes.

[0015] S7. Perform model analysis based on the differentiated reinforcement scheme, verify and adjust the differentiated reinforcement scheme.

[0016] S8. Output the final zoned reinforcement plan and construction guidance documents.

[0017] According to one embodiment of the present invention, the internal force values ​​of the vertical member before and after the load increase include axial force, bending moment and shear force.

[0018] The internal force redistribution coefficient of the vertical member includes the axial force redistribution coefficient, the bending moment redistribution coefficient, and the shear force redistribution coefficient. The axial force redistribution coefficient is the ratio of the axial force value of the vertical member after the load is increased to the axial force value before the load is increased. The bending moment redistribution coefficient is the ratio of the bending moment value of the vertical member after the load is increased to the bending moment value before the load is increased. The shear force redistribution coefficient of the vertical member is the maximum value among the axial force redistribution coefficient, the bending moment redistribution coefficient, and the shear force influence weighting coefficient.

[0019] According to one embodiment of the present invention, the calculation of the internal force redistribution coefficient of the vertical member further includes the influence of the nonlinear correction coefficient and the load partial factor, and the final internal force redistribution coefficient of the vertical member is obtained by the following formula: Formula 1 In Formula 1, This represents the final internal force redistribution factor of the vertical member; This represents the maximum value among the axial force redistribution coefficient, bending moment redistribution coefficient, and shear force influence weighting coefficient; Indicates the nonlinear correction coefficient; This represents the load partial factor, which is determined according to standard design specifications.

[0020] The nonlinear correction coefficient is calculated using the following formula: Formula 2 In Formula 2, Indicates the design elastic modulus; This represents the measured elastic modulus; Indicates the design yield strength; Indicates the measured yield strength; Indicates the component damage coefficient; ; ; ;when When the value is 0.85, The value is 1.15.

[0021] According to one embodiment of the present invention, the shear force redistribution coefficient under the action of the shear force influence weighting coefficient is: the product of the ratio of the shear force value after the load is added to the shear force value before the load is added and the shear force influence weighting coefficient; for the vertical member that mainly bears vertical loads, the shear force influence weighting coefficient is 0.5~0.6; for the vertical member that mainly bears horizontal loads, the shear force influence weighting coefficient is 0.7~0.8.

[0022] The component damage coefficient is determined by testing the actual strength of concrete, inspecting the reinforcement configuration and corrosion status, and recording the location and width of cracks using the on-site rebound method or core drilling method, and the value range is 0~1.

[0023] According to an embodiment of the present invention, the step of classifying the safety level of the vertical member based on the internal force redistribution coefficient of the vertical member includes the following steps S10 to S30.

[0024] S10. Obtain the internal force redistribution coefficient of the vertical component.

[0025] S20. Determine the threshold for component division.

[0026] S30. Based on the internal force redistribution coefficient of the vertical component, and according to the determination threshold, the vertical component is divided into a safe zone component, a warning zone component, and a danger zone component.

[0027] According to one embodiment of the present invention, the determination threshold is determined by the structural importance coefficient, service life, and seismic fortification intensity.

[0028] For conventional structures, the threshold for determining the safety zone component is an internal force redistribution coefficient of no more than 1.05; the threshold for determining the warning zone component is an internal force redistribution coefficient ranging from 1.05 to 1.20; and the threshold for determining the danger zone component is an internal force redistribution coefficient greater than 1.20.

[0029] For structures with a structural importance coefficient greater than 1.1, the threshold for determining the safe zone components is an internal force redistribution coefficient of no more than 1.03; the threshold for determining the early warning zone components is an internal force redistribution coefficient ranging from 1.03 to 1.15; and the threshold for determining the dangerous zone components is an internal force redistribution coefficient greater than 1.05.

[0030] For structures with seismic fortification intensity of 8 degrees or above, the threshold for determining the safe zone components is an internal force redistribution coefficient of no more than 1.05, the threshold for determining the early warning zone components is an internal force redistribution coefficient ranging from 1.05 to 1.15, and the threshold for determining the dangerous zone components is an internal force redistribution coefficient greater than 1.15.

[0031] For structures with a service life exceeding 30 years, the determination thresholds for the safe zone components, the warning zone components, and the danger zone components are all reduced by 0.02 to 0.05 compared to the determination thresholds for conventional structures.

[0032] According to one embodiment of the present invention, after the vertical components are divided into safe zone components, warning zone components and dangerous zone components, when at least three consecutive adjacent vertical components are classified into the same component safety level, the consecutive adjacent vertical components are defined as continuous zones, so that the same reinforcement scheme can be formulated for them; when the dangerous zone components are discretely distributed, the warning zone components adjacent to the dangerous zone components are upgraded to dangerous zones, so as to form a continuous dangerous zone reinforcement zone.

[0033] According to one embodiment of the present invention, the differentiated reinforcement scheme includes a Class A protection reinforcement scheme, a Class B protection reinforcement scheme, and a Class C protection reinforcement scheme. The Class A protection reinforcement scheme is applicable to the components in the safe zone, including surface protection treatment and routine monitoring of the components in the safe zone. The Class B protection reinforcement scheme is applicable to the components in the early warning zone, including reinforcement of the components in the early warning zone by bonding steel plates or carbon fiber cloth, wherein the thickness of the bonded steel plates is 3-6 mm and the number of carbon fiber cloth layers is 2-4. The Class C protection reinforcement scheme is applicable to the components in the hazardous zone, including at least one reinforcement method among enlarging the cross-section, external steel reinforcement, or adding supports, wherein the cross-section enlargement rate of the enlarged cross-section reinforcement is not less than 30%.

[0034] According to one embodiment of the present invention, the construction guidance document includes: The construction sequence for each zone should be as follows: the Class C protection and reinforcement scheme should be applied to the components in the hazardous zone first, followed by the Class B protection and reinforcement scheme to the components in the early warning zone, and finally the Class A protection and reinforcement scheme to the components in the safe zone. Temporary supports were installed during construction, and the strain changes of the vertical components were monitored. Construction was suspended when the strain exceeded 80% of the design value.

[0035] According to an embodiment of the present invention, the process of performing model analysis, verifying and adjusting the differentiated reinforcement scheme based on the differentiated reinforcement scheme includes the following steps S100~S300.

[0036] S100. Establish a finite element analysis model of the existing industrial building after reinforcement based on the differentiated reinforcement scheme.

[0037] S200. Perform ultimate limit state and serviceability limit state verification on the finite element analysis model of the existing industrial building after reinforcement. S300. If the verification result meets the design requirements, the current differentiated reinforcement scheme is output as the final reinforcement scheme; if the verification result does not meet the design requirements, the current differentiated reinforcement scheme is adjusted and re-verified to form an iterative optimization closed loop until the verification result meets the design requirements.

[0038] The above-mentioned one or more technical solutions in the embodiments of the present invention have at least one of the following technical effects: By obtaining internal force change data of each component before and after load increase through finite element analysis, and using the internal force redistribution coefficient as a unified quantitative index, components with different force increases are divided into several safety levels. This classification directly reflects the actual stress tension of each component after load increase; components with high coefficients experience large force increases and become weak links in the structure, while components with low coefficients still have a large safety reserve. Based on this, a graded treatment strategy from simple protection to high-strength reinforcement is formulated according to different safety levels, which can achieve precise allocation of reinforcement resources to truly dangerous components. Simultaneously, after reinforcement, a feedback adjustment closed loop is formed through model verification to ensure that the final solution achieves a balance between safety and economy. The present invention, through the quantitative evaluation of the internal force redistribution coefficient and the classification of safety levels, can accurately identify components with large and small force increases, thereby avoiding unnecessary reinforcement of components with sufficient safety reserves and saving building materials. The present invention also provides a unified method for calculating the internal force redistribution coefficient and a grading standard based on this coefficient, transforming reinforcement decisions from experience-driven to data-driven, which can improve the objectivity and consistency of the solution.

[0039] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0040] To more clearly illustrate the technical solutions in the embodiments of the present invention or related technologies, the drawings used in the description of the embodiments or related technologies will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention and are not considered as limitations on this application. Moreover, those skilled in the art can obtain other drawings based on these drawings without creative effort.

[0041] Figure 1 This is a flowchart illustrating the method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components, provided by the present invention. Detailed Implementation

[0042] Embodiments of the present invention are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and should not be construed as limiting the present invention.

[0043] The specific terms used in this specification are for illustrative purposes only and are not intended to limit the illustrated embodiments. For example, expressions such as "same" and "identical" not only indicate a strictly identical state, but also indicate a state with tolerances or differences in the degree of functionality. For example, expressions indicating relative or absolute arrangement such as "in a certain direction," "along a certain direction," "side by side," "perpendicular," "centered on," "concentric," or "coaxial" not only strictly indicate such an arrangement, but also indicate a state of relative displacement by tolerances or angles or distances with the same degree of functionality.

[0044] The terms “center,” “longitudinal,” “lateral,” “length,” “width,” “thickness,” “upper,” “lower,” “front,” “rear,” “left,” “right,” “vertical,” “horizontal,” “top,” “bottom,” “inner,” “outer,” “clockwise,” “counterclockwise,” “axial,” “radial,” and “circumferential” indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the present invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting the present invention.

[0045] Furthermore, features specified as "first" or "second" may explicitly or implicitly include one or more of those features. In the description of this invention, unless otherwise stated, "multiple" means two or more. In the description of the embodiments of this application, "multiple" means two or more, unless otherwise explicitly specified. In the description of the embodiments of this application, the term "and / or" is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, B1 and / or B2 can represent: B1 existing alone, B1 and B2 existing simultaneously, and B2 existing alone. Additionally, the character " / " in this document generally indicates that the preceding and following related objects have an "or" relationship.

[0046] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0047] One embodiment of the present invention provides a method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical members, see [link to relevant documentation]. Figure 1 As shown, it includes the following steps S1 to S8.

[0048] S1. Obtain the original structural information, material performance parameters, and load-bearing requirements of existing industrial buildings.

[0049] S2. Based on the original structural information, material performance parameters, and load requirements, establish a finite element analysis model for the existing industrial building.

[0050] S3. Based on the finite element analysis model of the existing industrial building, perform structural internal force analysis before and after the load increase, and extract the internal force values ​​of the vertical components of the existing industrial building before and after the load increase.

[0051] S4. Calculate the internal force redistribution coefficient based on the internal force values ​​of the vertical members before and after the load is applied.

[0052] S5. Classify the safety level of vertical members according to the redistribution coefficient of internal forces of vertical members.

[0053] S6. Based on the different safety levels of vertical components, formulate differentiated reinforcement schemes.

[0054] S7. Conduct model analysis based on the differentiated reinforcement scheme, verify and adjust the differentiated reinforcement scheme.

[0055] S8. Output the final zoned reinforcement plan and construction guidance documents.

[0056] This embodiment of the method for zonal reinforcement of industrial buildings based on the redistribution of internal forces in vertical components first obtains the original structural information, material performance parameters, and load requirements of the existing industrial building, and establishes a finite element analysis model accordingly. Based on this, internal force analyses are performed before and after load increase, extracting the internal force values ​​of each vertical component under the two working conditions. Then, the internal force redistribution coefficient of each component is calculated based on the changes in internal force values ​​before and after load increase; this coefficient quantitatively characterizes the relative magnitude of the force increase in each component after load increase. Next, based on the internal force redistribution coefficient of each component, safety levels are classified, distinguishing components with different force increases. Based on this, differentiated reinforcement schemes are formulated for components with different safety levels, and verification and scheme adjustments are performed through post-reinforcement model analysis. Finally, a zonal reinforcement scheme and construction guidance documents are output.

[0057] It is understandable that after the load is increased in an industrial building, due to the collaborative working characteristics of the structural space, the increase in internal force of each vertical component is not proportional to the increase in load, but rather exhibits a significant non-uniform redistribution. In this embodiment, finite element analysis is used to obtain data on the changes in internal force of each component before and after the load increase, and the internal force redistribution coefficient is used as a unified quantitative index to classify components with different stress increases into several safety levels. This classification directly reflects the actual stress tension of each component after the load increase. Components with high coefficients have a large stress increase and become weak links in the structure; components with low coefficients still have a large safety reserve. Based on this, a graded treatment strategy from simple protection to high-strength reinforcement is formulated according to different safety levels. This can achieve the precise allocation of reinforcement resources to truly dangerous components. At the same time, after reinforcement, a feedback adjustment closed loop is formed through model verification to ensure that the final solution achieves a balance between safety and economy.

[0058] It should be understood that this embodiment, through the quantitative evaluation of the internal force redistribution coefficient and the classification of safety levels, can accurately identify components with large and small force increases, thereby avoiding unnecessary reinforcement of components with sufficient safety reserves and saving building materials. This embodiment also provides a unified method for calculating the internal force redistribution coefficient and a grading standard based on the coefficient, enabling reinforcement decisions to shift from experience-driven to data-driven, which can improve the objectivity and consistency of the solution.

[0059] In one embodiment of the present invention, the internal force values ​​of the vertical member before and after the load increase include axial force, bending moment, and shear force; the internal force redistribution coefficient of the vertical member includes axial force redistribution coefficient, bending moment redistribution coefficient, and shear force redistribution coefficient, wherein the axial force redistribution coefficient is the ratio of the axial force value of the vertical member after the load increase to the axial force value before the load increase, the bending moment redistribution coefficient is the ratio of the bending moment value of the vertical member after the load increase to the bending moment value before the load increase, and the shear force redistribution coefficient is the ratio of the shear force value of the vertical member after the load increase to the shear force value before the load increase. The internal force redistribution coefficient of the vertical member is taken as the maximum value among the axial force redistribution coefficient, the bending moment redistribution coefficient, and the shear force influence weighting coefficient.

[0060] Understandably, in the implementation of this embodiment, it is first necessary to perform two independent static analysis calculations based on the established existing industrial building finite element analysis model, applying the original load condition before the load increase and the target load condition after the load increase. The finite element analysis model can be a rod system finite element model or a three-dimensional solid finite element model. Beams and columns can be simulated using beam elements, floor slabs can be simulated using shell elements or membrane elements, concrete can be simulated using a damage plasticity model, and steel reinforcement can be simulated using a bilinear kinematic hardening model. After the calculations are completed, for each vertical member, three key internal force components are extracted before and after the load increase: axial force, bending moment, and shear force. Axial force refers to the vertical pressure borne by the column, bending moment refers to the force causing the column to bend, and shear force refers to the lateral force causing the column to shift. After obtaining the above data, three types of redistribution coefficients were calculated: axial force redistribution coefficient, bending moment redistribution coefficient, and shear force redistribution coefficient. The axial force redistribution coefficient is used to measure the increase in vertical pressure, the bending moment redistribution coefficient is used to measure the increase in bending effect, and the shear force redistribution coefficient is used to measure the increase in transverse shear force. These coefficients reflect the degree of increase in internal force of the same component after loading from different stress dimensions.

[0061] Axial force redistribution factor Axial force value after adding load to vertical members Before the load was increased, the axle force value was... The ratio, that is Moment redistribution factor Bending moment value after adding load to vertical members Compared with the bending moment value before the load was increased The ratio, that is Shear redistribution coefficient Shear force value after loading on vertical members Shear force value before loading The ratio, that is After calculating the three types of redistribution coefficients, this embodiment adopts a conservative approach to determine the comprehensive internal force redistribution coefficient of the component. The maximum value among the axial force redistribution coefficient, bending moment redistribution coefficient, and shear force redistribution coefficient after reduction by the shear force influence weighting coefficient α is taken as the final representative value. It is important to understand that the influence of shear force on the safety margin of different types of members differs from that of axial force and bending moment. The contribution of shear force increase in the comprehensive judgment can be appropriately adjusted by using the shear force influence weighting coefficient, making it more consistent with the actual stress characteristics. For vertical members that mainly bear vertical loads, the shear force influence weighting coefficient α is taken as 0.5~0.6; for vertical members that mainly bear horizontal loads, the shear force influence weighting coefficient α is taken as 0.7~0.8.

[0062] This embodiment uses a maximum value rather than a weighted average method for the comprehensive internal force redistribution coefficient. This ensures that any component with an abnormal increase in internal force can be effectively identified, avoiding the risk that a large increase in force in one direction might be masked by averaging in other directions. Through multi-dimensional internal force change comparison and extreme value identification strategies, this embodiment can comprehensively capture weak components after load increase from three independent dimensions: axial compression, bending, and shear. This provides complete and accurate quantitative evidence for subsequent reinforcement decisions.

[0063] Furthermore, the calculation of the internal force redistribution factor of the vertical member also takes into account the influence of the material nonlinearity correction factor and the load partial factor. The final internal force redistribution factor of the vertical member in this embodiment is calculated by the following formula: Formula 1 In Formula 1, This represents the final internal force redistribution factor of the vertical member; This represents the maximum value among the axial force redistribution coefficient, bending moment redistribution coefficient, and shear force influence weighting coefficient; Indicates the nonlinear correction coefficient; This represents the load partial factor, which is determined according to standard design specifications.

[0064] The nonlinear correction coefficient is calculated using the following formula: Formula 2 In Formula 2, Indicates the design elastic modulus; This represents the measured elastic modulus; Indicates the design yield strength; Indicates the measured yield strength; The component damage coefficient is determined by testing the actual strength of concrete, inspecting the reinforcement configuration and corrosion status, and recording the location and width of cracks using the on-site rebound method or core drilling method. The value range is 0 to 1. It is used to correct the deviation of the ratio between the measured elastic modulus and the designed elastic modulus, and to characterize the difference between the actual stiffness and the designed stiffness of concrete materials. It is used to correct the deviation of the ratio between the measured yield strength and the design yield strength, and to characterize the fluctuation of the actual strength of the steel bar relative to the design value; This is used to correct the component damage coefficient and quantify the performance degradation of existing structures during use due to factors such as cracks, corrosion, and fatigue accumulation. When the value is 0.85, The value is 1.15.

[0065] It is understandable that this embodiment introduces a material nonlinearity correction coefficient, enabling the internal force redistribution coefficient originally calculated based on the ideal linear elastic assumption to reflect the substantial impact of nonlinear factors such as material aging and damage accumulation caused by long-term use on the force increase of existing structures. This avoids the safety risk of underestimating dangerous components due to overestimating the residual strength of materials. At the same time, the introduction of the load partial factor makes this coefficient not only a relative indicator reflecting the increase in internal force, but also a quantitative parameter that can be directly connected to the limit state verification system of design specifications. The calculation framework that combines extreme internal force increase, material degradation correction, and load safety reserve enables the final internal force redistribution coefficient to accurately reflect the actual degree of stress deterioration after the load increase.

[0066] In one embodiment of the present invention, the step of classifying the safety level of a vertical member based on the internal force redistribution coefficient of the vertical member includes the following steps S10 to S30.

[0067] S10. Obtain the internal force redistribution coefficient of the vertical member.

[0068] S20. Determine the threshold for component division.

[0069] S30. Based on the internal force redistribution coefficient of vertical members, and according to the judgment threshold, vertical members are divided into safe zone members, early warning zone members, and dangerous zone members.

[0070] It is understandable that the implementation process of component safety level classification in this embodiment includes three sequentially executed steps. First, step S10 obtains the final internal force redistribution coefficient calculated for each vertical component. This coefficient comprehensively reflects the degree of force increase caused by internal force redistribution after load increase, including the extreme values ​​of axial force, bending moment, and shear force, as well as the influence of material nonlinearity correction and load partial factor. Second, step S20 determines the judgment threshold for component classification. Since different types of building structures have objective differences in safety reserve requirements, such as the different requirements for safety redundancy between important industrial buildings and ordinary industrial buildings, buildings in high-intensity seismic fortification zones and buildings in low-intensity seismic fortification zones, and old buildings and new buildings, the judgment threshold is not a fixed empirical value, but needs to be targeted according to the structural importance coefficient, service life, and seismic fortification intensity of the specific project. First, ensure that the subsequent zoning standards match the safety requirements of the specific project. Second, execute step S30 after completing the above two steps. Specifically, compare the final internal force redistribution coefficient of each vertical component with the determined judgment threshold. Based on the comparison results, classify them into safe zone components, warning zone components, or dangerous zone components. Safe zone components correspond to the category with the smallest internal force redistribution coefficient and the lowest force increase after load increase, indicating that these components still have sufficient safety reserves after load increase and do not require structural reinforcement intervention. Warning zone components correspond to the category with a moderate internal force redistribution coefficient and a relatively significant force increase after load increase, indicating that the safety reserves of these components have decreased but have not yet entered a dangerous state, requiring attention and appropriate reinforcement. Danger zone components correspond to the category with the largest internal force redistribution coefficient and the highest force increase after load increase, indicating that these components have approached or exceeded the safety limit and must undergo key reinforcement treatment.

[0071] The judgment threshold determined in step S20 is not a fixed constant, but is determined comprehensively based on three engineering attribute parameters: structural importance coefficient, service life, and seismic fortification intensity.

[0072] For conventional structures (ordinary industrial buildings with an importance coefficient not exceeding 1.1, a service life not exceeding 30 years, and a seismic fortification intensity of less than 8 degrees), the threshold for determining safe zone components is an internal force redistribution coefficient not exceeding 1.05; the threshold for determining early warning zone components is an internal force redistribution coefficient ranging from 1.05 to 1.20; and the threshold for determining dangerous zone components is an internal force redistribution coefficient greater than 1.20. Specifically, when the increase in internal force of a component is controlled within 5%, its safety reserve is basically not substantially weakened and it can be classified as a safe zone; when the increase is between 5% and 20%, the safety reserve has decreased significantly but has not yet reached a dangerous level, requiring an early warning and appropriate reinforcement; when the increase exceeds 20%, the safety margin of the component is seriously insufficient and it must be classified as a dangerous zone for key reinforcement treatment.

[0073] For structures with a structural importance coefficient greater than 1.1 (industrial buildings with higher building grades and more serious consequences of failure), the higher the importance coefficient, the greater the risk of casualties and economic losses caused by structural failure. The zoning standards should be raised accordingly to allow more components to enter higher risk levels to obtain more adequate reinforcement protection. Therefore, the judgment threshold for components in the safe zone is an internal force redistribution coefficient of no more than 1.03, the judgment threshold for components in the warning zone is an internal force redistribution coefficient ranging from 1.03 to 1.15, and the judgment threshold for components in the danger zone is an internal force redistribution coefficient greater than 1.05.

[0074] For structures with seismic fortification intensity of 8 degrees or above, buildings in high-intensity fortification zones are already designed according to higher seismic standards. Vertical components typically have larger cross-sectional dimensions and reinforcement ratios, and their tolerance for internal force increases under static load conditions is relatively high. However, considering that structures in high-intensity zones also need to meet seismic bearing capacity and ductility requirements, the additional increase in internal force after load increase may deteriorate their seismic performance. Therefore, the scope of the warning zone and the danger zone is appropriately narrowed to allow more components to enter the reinforcement sequence to ensure safety redundancy under seismic conditions. In this embodiment, the threshold for determining safe zone components is an internal force redistribution coefficient of no more than 1.05, the threshold for determining warning zone components is an internal force redistribution coefficient ranging from 1.05 to 1.15, and the threshold for determining danger zone components is an internal force redistribution coefficient greater than 1.15.

[0075] For structures with a service life of more than 30 years, the remaining load-bearing capacity of long-term existing structures decreases due to factors such as material aging, fatigue accumulation, and environmental erosion. The actual safety risk corresponding to the same increase in internal force is higher in old buildings than in new buildings. Therefore, it is necessary to compensate for the uncertainty caused by material degradation by tightening the overall threshold. In this embodiment, the judgment thresholds for safe zone components, warning zone components, and dangerous zone components are all reduced by 0.02 to 0.05 compared to the judgment thresholds for conventional structures.

[0076] It is understandable that the judgment threshold in this embodiment is adaptively adjusted in multiple dimensions based on the importance of the structure itself, its service life, and the risks of the external environment. This ensures that the same zoning method is neither too conservative due to a fixed threshold, resulting in unnecessary reinforcement costs, nor too aggressive due to a single threshold, omitting high-risk components. This achieves a dynamic balance between safety standards and economy.

[0077] In one embodiment of the present invention, after dividing the vertical components into safe zone components, warning zone components, and dangerous zone components, when at least three consecutive adjacent vertical components are classified into the same component safety level, the consecutive adjacent vertical components are defined as continuous zones, and the same reinforcement scheme is formulated for them; when the dangerous zone components are discretely distributed, the warning zone components adjacent to the dangerous zone components are upgraded to dangerous zones, so as to form a continuous dangerous zone reinforcement zone.

[0078] It is understandable that after completing the safety level classification of each vertical component, this embodiment further introduces spatial clustering analysis to structurally optimize the partitioning results. Specifically, it determines the adjacency of all vertical components according to their actual positional relationship in the building plan, and determines which components are spatially adjacent to each other.

[0079] When at least three consecutive adjacent vertical members are classified into the same safety level, in the structural space collaborative working mechanism, there are mutual constraints and load transfer effects between adjacent members. The stiffness change of one member will be transmitted to the adjacent members through horizontal members such as beams and slabs, forming a stress correlation group. The aggregation of three or more consecutive members of the same level means that the area has formed a stress characteristic consistent area with a certain spatial scale after the load is added. In this embodiment, this group of consecutive adjacent members is defined as a continuous partition, and a unified reinforcement scheme is formulated for it as a whole for overall reinforcement. This can avoid the construction process fragmentation and material waste caused by formulating different detailed schemes for adjacent members of the same level.

[0080] For situations where hazardous area components are discretely distributed in a planar manner, i.e., isolated hazardous area components are scattered within warning or safe areas, this embodiment employs an active escalation strategy. Specifically, when a hazardous area component is adjacent to a warning area component, the warning area component is upgraded to a hazardous area. This merges the originally isolated, discrete hazardous area with its adjacent warning area component, forming a continuous hazardous area reinforcement zone with a certain spatial range. This avoids the formation of numerous isolated, scattered reinforcement points throughout the building plan. Each isolated reinforcement point requires independent formwork erection, material allocation, and construction sequence arrangement during construction, resulting in low construction organization efficiency and difficulty in achieving large-scale operations. This embodiment, by merging discrete hazardous area components with their adjacent warning area components into a continuous hazardous area reinforcement zone, can integrate scattered reinforcement points into a contiguous reinforcement area without compromising the safety level, facilitating the organization and implementation of continuous construction operations.

[0081] In one embodiment of the present invention, the differentiated reinforcement scheme includes a Class A protection reinforcement scheme, a Class B protection reinforcement scheme, and a Class C protection reinforcement scheme. The Class A protection reinforcement scheme is applicable to components in the safe zone. These components have the smallest internal force redistribution coefficient after load increase, have sufficient safety reserves, and do not require load-bearing capacity reinforcement. Therefore, only surface protection treatment (applying anti-corrosion coating, sealing existing cracks, etc.) is needed to prevent environmental erosion from causing further performance degradation. Simultaneously, conventional monitoring points are set up to track and observe their subsequent service status. The Class B protection reinforcement scheme is applicable to components in the warning zone. These components have shown a significant decrease in safety reserves but have not yet reached a dangerous level. Therefore, moderate reinforcement is carried out using an adhesive reinforcement method. Specifically, steel plates (3 to 6 mm thick) or carbon fiber reinforced composite fabric (2 to 4 layers) can be adhered to the surface of the component using structural adhesive. By using the externally adhered high-strength material to cooperate with the original component in bearing the load, the load-bearing capacity and stiffness can be moderately improved without significantly changing the component's cross-sectional dimensions.

[0082] Class C reinforcement schemes are applicable to components in hazardous areas. These components have the largest internal force redistribution coefficient, and the force increase after load increase has approached or exceeded the safety limit, requiring a significant improvement in their load-bearing capacity. This embodiment provides three optional reinforcement methods for Class C schemes: First, the cross-section enlargement reinforcement method, which involves pouring a new concrete layer around the original column and configuring longitudinal steel bars and stirrups to increase the cross-sectional area of ​​the component, with a cross-section enlargement rate of not less than 30%, directly improving axial bearing capacity and stiffness by increasing the effective load-bearing area; Second, the external steel reinforcement method, which involves wrapping the component with steel (such as angle steel, channel steel, or steel plate sleeves) and bonding it with structural adhesive or grout, using the high strength and high elastic modulus of the external steel to provide strong constraint and direct load-bearing capacity supplement to the original component; Third, the addition of support reinforcement method, which involves adding diagonal or horizontal support components within the structural plane, transferring the excess internal force borne by the hazardous area component to other components or the newly added support system by changing the load transfer path. If the load-bearing capacity requirements are still not met after Class C protection reinforcement of the components in the hazardous area, they can be upgraded to Class CC combined reinforcement. This can be done by increasing the cross-section and using external steel reinforcement, while simultaneously adjusting the reinforcement level of the components in the adjacent warning area.

[0083] In one embodiment of the present invention, the construction guidance document generated in step S8 includes: prioritizing the construction of Class C protection and reinforcement schemes for components in the hazardous area, followed by the construction of Class B protection and reinforcement schemes for components in the warning area, and finally the construction of Class A protection and reinforcement schemes for components in the safe area; during construction, temporary supports are set up and the strain changes of vertical components are monitored, and construction is suspended when the strain exceeds 80% of the design value.

[0084] Understandably, in load-bearing and renovation projects, critical zone components are the bottleneck for overall structural safety, experiencing the greatest stress increase and having the smallest safety margin. Prioritizing their reinforcement can eliminate high-risk points in the structure as early as possible, substantially improving the overall safety level in the early stages of construction. Subsequently, appropriate reinforcement of components in the warning zone is carried out to further consolidate the structural safety redundancy. Since components in the safe zone already possess sufficient safety reserves, their protective treatment only involves surface coating and monitoring arrangements, having minimal impact on the structural bearing capacity. Therefore, it is arranged for implementation last to avoid contamination or damage to the safety zone protection completed too early during subsequent construction. At the same time, the internal reinforcement work in the same zone also follows the construction logic of vertical components first, followed by horizontal components, ensuring that the reinforcement work of the vertical force transmission path of the structure is completed before the coordinated construction of horizontal components.

[0085] During the zonal reinforcement construction, the effective bearing section of the original vertical components may be temporarily reduced due to operations such as removing the protective layer, installing rebar, and pouring new concrete. Alternatively, partial unloading during the construction of the external steel frame may lead to a redistribution of internal forces. This embodiment addresses this by setting up a temporary support system in the work area to bear part of the load during this period, preventing insufficient structural bearing capacity or instability during construction. Simultaneously, by attaching strain gauges to key parts of the component surface, the strain changes of each vertical component are monitored throughout the entire process. Strain data is collected in real time during construction, and the measured values ​​are compared with the design values. The design values ​​are the upper limit of allowable strain calculated according to specifications under normal use conditions. Real-time feedback of the monitoring data provides a quantitative basis for construction decisions: once the measured strain value of a component reaches 80% of the design value, it indicates that the stress state of the component is rapidly approaching the safety threshold. Suspending construction at this point can prevent material yielding or structural failure due to continuous loading, and provides construction management with a window of opportunity to adjust procedures, strengthen supports, or reassess the construction load.

[0086] In one embodiment of the present invention, the process of performing model analysis, verifying and adjusting the differentiated reinforcement scheme according to the differentiated reinforcement scheme includes the following steps S100~S300.

[0087] S100. Establish a finite element analysis model for the reinforced existing industrial building based on the differentiated reinforcement scheme. Specifically, based on the established differentiated reinforcement scheme, modify and expand the original finite element analysis model. Adjust the geometric parameters and material property parameters of the vertical components to be reinforced according to the reinforcement method determined in the scheme. Establish a reinforced finite element analysis model that can reflect the actual stress state of the reinforced structure. This model retains all the information of the original structure and embeds the added stiffness and strength contribution of the reinforcement layer.

[0088] S200. Perform ultimate limit state and serviceability limit state verification on the finite element analysis model of the existing industrial building after reinforcement. The ultimate limit state verification is used to check whether each component of the reinforced structure meets the strength requirements when the ultimate limit of bearing capacity is reached. The serviceability limit state verification is used to check whether the structure meets the applicability and durability requirements under normal use conditions. The combination of the two verifications can ensure that the reinforced structure is both safe enough and meets the comfort and durability requirements of daily use.

[0089] S300: If the verification results meet the design requirements, the current differentiated reinforcement scheme is output as the final reinforcement scheme. If the verification results do not meet the design requirements, the current differentiated reinforcement scheme is adjusted and re-verified, forming an iterative optimization closed loop until the verification results meet the design requirements. It is understood that if both the ultimate limit state verification and the serviceability limit state verification results meet the requirements of relevant design codes such as GB 50010 "Code for Design of Concrete Structures" and GB 50011 "Code for Seismic Design of Buildings," then the current differentiated reinforcement scheme is technically effective, and this scheme is output as the final reinforcement scheme. Conversely, if either of the above two verifications does not meet the code requirements, the current differentiated reinforcement scheme needs to be adjusted, and the process re-enters step S100. Based on the adjusted scheme, a new reinforced model is established, and bidirectional verification is performed again. This process is repeated until all verification results meet the design requirements. This process in this embodiment constitutes a complete iterative optimization closed loop: each iteration analyzes the location of the unsatisfactory items in the verification and adjusts the reinforcement level or reinforcement method of the corresponding components in a targeted manner, so that each adjustment has a clear technical orientation.

[0090] The following specific embodiments illustrate the implementation of the present invention's method for load-bearing zone reinforcement of industrial buildings based on the redistribution of internal forces in vertical components.

[0091] Example 1: A three-story reinforced concrete frame structure industrial plant, built in 2005, was originally designed as a light assembly workshop. The standard value of the floor live load is 2.0 kN / m. 2 Due to changes in production needs, the facility needs to be converted into a heavy machinery processing workshop, increasing the standard value of the floor live load to 5.0 kN / m². 2 The load increase is 150%.

[0092] Step S1: Obtain the original structural information, material performance parameters, and load requirements.

[0093] The building is a cast-in-place reinforced concrete frame structure with a floor plan of 36m × 24m, consisting of 3 floors, each with a floor height of 4.5m. The column grid is 6m × 6m. The cross-sectional dimensions of the frame columns are: 600mm × 600mm for the first floor and 550mm × 550mm for the second and third floors. The cross-sectional dimensions of the frame beams are: 300mm × 700mm for the main beams and 250mm × 600mm for the secondary beams. The floor slab thickness is 120mm, the concrete strength grade is C30, and the main reinforcement uses HRB400 grade steel bars. On-site testing showed that the actual concrete strength was 32.5MPa, the steel bars showed no obvious corrosion, and the component damage coefficient D was taken as 0.15.

[0094] Step S2: Based on the original structural information, material performance parameters and load requirements, a three-dimensional finite element model of the rod system is established using ETABS software to create a finite element analysis model of the existing industrial building.

[0095] Step S3: Based on the finite element analysis model of the existing industrial building, perform structural internal force analysis before and after the load increase, and extract the internal force values ​​of the vertical components of the existing industrial building before and after the load increase.

[0096] Before the load increase (2.0 kN / m) 2 Live load) and after additional load (5.0 kN / m 2 Static analysis of the live load was performed to extract the axial force, bending moment, and shear force of all frame columns. Taking the bottom-level middle column C-3 as an example, the axial force before the load was increased was N1=1850kN, and the axial force after the load was increased was N2=3120kN; the bending moment before the load was increased was M1=85kN·m, and the bending moment after the load was increased was M2=142kN·m; the shear force before the load was increased was V1=45kN, and the shear force after the load was increased was V2=78kN.

[0097] Step S4: Calculate the internal force redistribution coefficient based on the internal force values ​​of the vertical members before and after the load is applied.

[0098] Taking the bottom center pillar C-3 as an example, according to Calculate the axial force redistribution factor ,according to Calculate the moment redistribution factor ,according to Calculate the shear redistribution coefficient If we take the weighting coefficient for the influence of shear force as α = 0.6, then Considering the influence of material nonlinearity correction factors and load partial factors, the nonlinearity correction factor... Load partial factor According to The final internal force redistribution factor is calculated to be 2.224.

[0099] Step S5: Classify the safety level of vertical members according to the internal force redistribution coefficient of vertical members.

[0100] Calculations show that the internal force redistribution coefficients of all 35 bottom-level columns range from 1.02 to 2.30. Among them, 4 columns (corner columns, with a dead load axial force ratio exceeding 90%) have a coefficient less than 1.05 and are classified as safe zone components; 12 columns (edge ​​columns) have a coefficient between 1.05 and 1.20 and are classified as warning zone components; and 19 columns (middle columns) have a coefficient greater than 1.20 and are classified as dangerous zone components.

[0101] Step S6: Based on the different safety levels of the vertical components, formulate differentiated reinforcement schemes.

[0102] For the four corner columns, a Class A protection and reinforcement scheme was implemented: the surface was coated with an epoxy resin anti-corrosion coating, cracks were sealed, and strain gauge monitoring points were installed. For the twelve edge columns, a Class B protection and reinforcement scheme was implemented: a 3mm thick Q345 steel plate was pasted in the bending direction of the column, with the height of the steel plate being 2 / 3 of the column's net height. For the nineteen middle columns, a Class C protection and reinforcement scheme was implemented: the cross-section was enlarged by 100mm on each side, new C35 concrete was added, longitudinal reinforcement of HRB400 grade Φ20 was added, and stirrups of HPB300 grade Φ10@150 were added.

[0103] Step S7: Perform model analysis based on the differentiated reinforcement scheme, verify and adjust the differentiated reinforcement scheme.

[0104] Ultimate limit state verification: The strength of all components meets the requirements of GB 50010, and the maximum inter-story drift angle is 1 / 850, which meets the limit of 1 / 550. Serviceability limit state verification: The maximum deflection-to-span ratio is 1 / 380, which meets the limit of 1 / 250, and the reinforcement schemes for each zone meet the requirements.

[0105] Step S8: Output the final zone reinforcement plan and construction guidance documents, including the component number of each zone, reinforcement method, material usage and construction process requirements.

[0106] The first phase (days 1-12) involved a Class C protection and reinforcement scheme for components in the construction hazard zone, which involved enlarging the cross-section of 19 central columns, installing temporary supports, and attaching strain gauges. The second phase (days 13-22) involved a Class B protection and reinforcement scheme for components in the construction warning zone, which involved reinforcing 12 edge columns with bonded steel. The third phase (days 23-32) involved a Class A protection and reinforcement scheme for components in the safety zone. Monitoring data showed that the maximum strain value of the columns in the hazard zone was 76% of the design value, which did not exceed the 80% warning value.

[0107] Through the implementation of steps S1 to S8 above, the load-bearing capacity modification of the three-story reinforced concrete frame structure industrial plant is completed. Statistical analysis shows that the traditional solution requires enlarging the cross-section of 35 columns for reinforcement, with a concrete consumption of approximately 37.2m³. 3 In this embodiment, only the cross-section of 19 columns in the danger zone was increased, with a concrete usage of approximately 20.2m³. 3 The traditional method requires approximately 3.2 tons of additional steel bars, while this embodiment requires approximately 2.1 tons, and the steel used for bonding steel is approximately 1.8 tons, resulting in an overall saving of 38%. The traditional method takes 45 days, while this embodiment requires 32 days for zonal construction, a reduction of 29%.

[0108] In step S4 above, spatial cluster analysis was further performed on the critical zone components. Among the 35 columns at the bottom layer, the distribution of the 19 critical zone columns was as follows: Six consecutive columns from C-1 to C-6 on the east side were critical zone components; six consecutive columns from C-7 to C-12 on the west side were critical zone components; C-13 and C-15 on the south side were critical zone components, but C-14 in the middle was a warning zone component (discrete distribution). C-14 was upgraded to a critical zone component, forming a continuous critical zone. Calculations showed that before the upgrade, a 35% stiffness difference caused a sudden change in the inter-story drift angle (from 1 / 650 to 1 / 850), while after the upgrade, the stiffness difference decreased to 12%, with a more uniform distribution (1 / 800~1 / 850).

[0109] Finally, it should be noted that the above embodiments are only for illustrating the present invention and not for limiting the present invention. Although the present invention has been described in detail with reference to the embodiments, those skilled in the art should understand that various combinations, modifications, or equivalent substitutions of the technical solutions of the present invention do not depart from the spirit and scope of the technical solutions of the present invention and should be covered within the scope of the claims of the present invention.

Claims

1. A method for zonal reinforcement of industrial buildings based on the redistribution of internal forces in vertical components, characterized in that, include: Obtain the original structural information, material performance parameters, and load-bearing requirements of existing industrial buildings; Based on the original structural information, material performance parameters, and load requirements, a finite element analysis model of the existing industrial building is established. Based on the finite element analysis model of the existing industrial building, structural internal force analysis was performed before and after the load was increased, and the internal force values ​​of the vertical components of the existing industrial building before and after the load were extracted. Calculate the internal force redistribution coefficient based on the internal force values ​​of the vertical member before and after the load increase; The vertical components are classified into safety levels based on the internal force redistribution coefficient of the vertical components; Based on the different safety levels of the vertical components, differentiated reinforcement schemes are formulated; The model analysis is performed based on the differentiated reinforcement scheme, and the differentiated reinforcement scheme is verified and adjusted. Output the final zoned reinforcement plan and construction guidance documents.

2. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 1, characterized in that, The internal force values ​​of the vertical member before and after the load increase include axial force, bending moment and shear force. The internal force redistribution coefficient of the vertical member includes the axial force redistribution coefficient, the bending moment redistribution coefficient, and the shear force redistribution coefficient. The axial force redistribution coefficient is the ratio of the axial force value of the vertical member after the load is increased to the axial force value before the load is increased. The bending moment redistribution coefficient is the ratio of the bending moment value of the vertical member after the load is increased to the bending moment value before the load is increased. The shear force redistribution coefficient of the vertical member is the maximum value among the axial force redistribution coefficient, the bending moment redistribution coefficient, and the shear force influence weighting coefficient.

3. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 2, characterized in that, The calculation of the internal force redistribution factor of the vertical member also includes the influence of the nonlinear correction factor and the load partial factor. The final internal force redistribution factor of the vertical member is obtained by the following formula: Formula 1 In Formula 1, This represents the final internal force redistribution factor of the vertical member; This represents the maximum value among the axial force redistribution coefficient, bending moment redistribution coefficient, and shear force influence weighting coefficient; Indicates the nonlinear correction coefficient; This indicates the load partial factor, which is taken according to the standard design specifications; The nonlinear correction coefficient is calculated using the following formula: Formula 2 In Formula 2, Indicates the design elastic modulus; This represents the measured elastic modulus; Indicates the design yield strength; Indicates the measured yield strength; Indicates the component damage coefficient; ; ; ;when When the value is 0.85, The value is 1.

15.

4. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 3, characterized in that, The shear redistribution coefficient under the shear force influence weighting coefficient is: the ratio of the shear force value after the load is increased to the shear force value before the load is increased and the product of the shear force influence weighting coefficient; for the vertical member that mainly bears vertical loads, the shear force influence weighting coefficient is 0.5~0.6; for the vertical member that mainly bears horizontal loads, the shear force influence weighting coefficient is 0.7~0.

8. The component damage coefficient is determined by testing the actual strength of concrete, inspecting the reinforcement configuration and corrosion status, and recording the location and width of cracks using the on-site rebound method or core drilling method, and the value range is 0~1.

5. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 1, characterized in that, The step of classifying the safety level of the vertical member based on the internal force redistribution coefficient of the vertical member includes: Obtain the internal force redistribution coefficient of the vertical component; Determine the threshold for component division; Based on the internal force redistribution coefficient of the vertical component, and according to the determination threshold, the vertical component is divided into a safe zone component, a warning zone component, and a danger zone component.

6. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 5, characterized in that, The determination threshold is determined by the structural importance coefficient, service life, and seismic fortification intensity. For conventional structures, the threshold for determining the safety zone component is an internal force redistribution coefficient of no more than 1.05; the threshold for determining the warning zone component is an internal force redistribution coefficient ranging from 1.05 to 1.20; and the threshold for determining the danger zone component is an internal force redistribution coefficient greater than 1.

20. For structures with a structural importance coefficient greater than 1.1, the threshold for determining the safe zone components is an internal force redistribution coefficient of no more than 1.03; the threshold for determining the early warning zone components is an internal force redistribution coefficient ranging from 1.03 to 1.15; and the threshold for determining the dangerous zone components is an internal force redistribution coefficient greater than 1.

05. For structures with seismic fortification intensity of 8 degrees or above, the threshold for determining the safe zone components is an internal force redistribution coefficient of no more than 1.05, the threshold for determining the early warning zone components is an internal force redistribution coefficient in the range of 1.05 to 1.15, and the threshold for determining the dangerous zone components is an internal force redistribution coefficient of more than 1.

15. For structures with a service life exceeding 30 years, the determination thresholds for the safe zone components, the warning zone components, and the danger zone components are all reduced by 0.02 to 0.05 compared to the determination thresholds for conventional structures.

7. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 5, characterized in that, After dividing the vertical components into safe zone components, warning zone components, and dangerous zone components, when at least three consecutive adjacent vertical components are classified into the same component safety level, the consecutive adjacent vertical components are defined as a continuous zone, and the same reinforcement scheme is formulated for them; when the dangerous zone components are discretely distributed, the warning zone components adjacent to the dangerous zone components are upgraded to dangerous zones, so as to form a continuous dangerous zone reinforcement zone.

8. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 5, characterized in that, The differentiated reinforcement schemes include Class A, Class B, and Class C protection and reinforcement schemes. Class A protection and reinforcement schemes are applicable to the components in the safe zone, including surface protection treatment and routine monitoring. Class B protection and reinforcement schemes are applicable to the components in the early warning zone, including reinforcement with bonded steel plates or carbon fiber cloth, where the steel plate thickness is 3-6 mm and the carbon fiber cloth layers are 2-4 layers. Class C protection and reinforcement schemes are applicable to the components in the hazardous zone, including at least one of the following reinforcement methods: enlarged cross-section reinforcement, external steel reinforcement, or additional support reinforcement, where the enlarged cross-section reinforcement has an increase in cross-section rate of not less than 30%.

9. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical components according to claim 8, characterized in that, The construction guidance documents include: The construction sequence for each zone should be as follows: the Class C protection and reinforcement scheme should be applied to the components in the hazardous zone first, followed by the Class B protection and reinforcement scheme to the components in the early warning zone, and finally the Class A protection and reinforcement scheme to the components in the safe zone. Temporary supports were installed during construction, and the strain changes of the vertical components were monitored. Construction was suspended when the strain exceeded 80% of the design value.

10. The method for load-bearing zoning reinforcement of industrial buildings based on the redistribution of internal forces in vertical members according to any one of claims 1 to 9, characterized in that, The process of performing model analysis, verifying, and adjusting the differentiated reinforcement scheme based on the differentiated reinforcement scheme includes: A finite element analysis model of the existing industrial building after reinforcement is established based on the differentiated reinforcement scheme. The ultimate limit state and serviceability limit state of the reinforced existing industrial building were verified by the finite element analysis model. If the verification result meets the design requirements, the current differentiated reinforcement scheme is output as the final reinforcement scheme; if the verification result does not meet the design requirements, the current differentiated reinforcement scheme is adjusted and re-verified to form an iterative optimization closed loop until the verification result meets the design requirements.

Images