A masonry structure seismic vulnerability rapid evaluation method and system based on floor yield strength coefficient

Abstract

The application discloses a kind of based on floor yield strength coefficient masonry structure seismic vulnerability fast evaluation method and system, method includes the following steps: first, the certainty basic parameter of masonry structure is obtained, and according to the category of constructional column setting condition determination aseismic measure;Then, the probability distribution of uncertainty parameter in structure and ground motion model is determined, and random sample is generated using Monte Carlo method;For each sample, based on masonry average shear strength formula and ideal elastic-plastic model calculation floor yield strength coefficient, compare and determine with the influence coefficient of aseismic measure and the damping reduction coefficient based on narrow Takeda hysteretic model, determine the damage state of the sample;Finally, the determination result of each sample is counted, and the seismic vulnerability curve is established.The application avoids complex elastic-plastic time-history analysis, significantly reduces the calculation workload and dependence on original drawing data, is simple and practical, high in calculation efficiency, and is suitable for old masonry structure vulnerability fast evaluation.

Description

Technical Field

[0001] This invention belongs to the field of seismic performance evaluation technology of building structures, specifically involving a rapid assessment method for the seismic vulnerability of multi-story masonry structures based on the floor yield strength coefficient and static nonlinear method. It is applicable to the seismic performance evaluation and seismic damage risk prediction of regular multi-story masonry structures under earthquakes of different intensities. Background Technology

[0002] Masonry structures are one of the main structural forms in urban buildings in my country. Masonry structures built in different eras vary significantly in design methods, seismic resistance measures, and material strength. Many existing masonry structures were built without seismic design or with very low waterproofing standards, resulting in problems such as unreasonable structural systems and construction, construction quality defects, and severe aging damage. Seismic reinforcement of these structures faces prominent contradictions, including high direct and indirect costs and difficulties in temporary relocation. Therefore, there is an urgent need for a simple, efficient, and quantifiable seismic performance assessment method to reasonably evaluate the seismic damage risk of existing masonry structures under earthquakes of varying intensities.

[0003] Many old masonry structures were built without design drawings or with missing drawings, leaving basic information such as wall layout, material strength, and construction measures unclear. This makes it difficult to obtain the numerous input parameters required for traditional calculation methods. The material deterioration and cumulative damage effects of old masonry structures are significant, resulting in a marked reduction in their actual seismic resistance compared to when they were built. Conventional calculation methods struggle to effectively account for these degradation factors. Furthermore, old masonry structures often exhibit seismic structural defects such as excessive transverse wall spacing, insufficient wall area ratio, and excessive height-to-width ratio. The impact of these defects on the structure's seismic performance is multi-factor coupled, making systematic quantitative assessment difficult using traditional code-based methods.

[0004] Seismic vulnerability analysis quantitatively describes the seismic performance of building structures from a probabilistic perspective, directly reflecting the relationship between earthquake intensity and structural damage. It serves as a crucial link between seismic hazard analysis and earthquake loss assessment. Currently, various methods for assessing the seismic performance of masonry structures have limitations. For example, while empirical statistical earthquake damage surveys can directly reflect actual earthquake damage patterns, they heavily rely on the accumulation of large amounts of damage data and cannot provide refined analysis of individual differences in material strength, structural measures, number of stories, and construction quality. They also lack predictive capabilities for structures that have not undergone strong earthquake testing. Refined methods based on nonlinear time history analysis offer high accuracy but involve massive computational loads, are time-consuming, and require highly skilled analysts. Furthermore, the complex hysteresis models of masonry structures and their sensitive parameters make them difficult to apply in engineering practice. Displacement-based seismic performance assessment methods still require complex equivalent linearization or displacement correction calculations, are sensitive to input parameters, and the calculation process remains cumbersome. Overall, existing methods suffer from shortcomings such as strong data dependence, excessively high computational costs, or complex computational processes, resulting in insufficient engineering practicality and scalability, making it difficult to meet the needs of rapid evaluation of a large number of existing masonry structures in engineering practice.

[0005] Therefore, there is an urgent need to develop a rapid assessment method for the seismic performance of masonry structures that combines computational simplicity with probabilistic vulnerability assessment results. This would enable engineers to quickly screen the seismic capacity of old masonry structures and predict seismic damage risks using only a few basic parameters, even in the absence of complete drawings. Summary of the Invention

[0006] This invention addresses the problems of existing methods for assessing the seismic performance of masonry structures, such as complex calculations, low efficiency, over-reliance on complete input parameters, and difficulty in engineering application. It provides a rapid assessment method for the seismic vulnerability of masonry structures based on the story yield strength coefficient. This method is based on static nonlinear analysis, considers the influence of seismic resistance measures, and calculates the failure probability and seismic damage risk prediction of multi-story masonry structures under different seismic intensities by using the story yield strength coefficient and damping reduction coefficient. This significantly reduces the computational workload and improves engineering practicality.

[0007] This invention provides a rapid assessment method for the seismic vulnerability of masonry structures based on the floor yield strength coefficient, comprising the following steps: Step S1: Obtain the deterministic basic parameters of the masonry structure to be evaluated, including: number of floors. Floor area per floor Floor height Area ratio of walls on each floor (Calculation direction) and (Other direction) Representative value of gravity load per unit building area For old masonry structures lacking drawings, the wall area ratio can be estimated through a combination of on-site sampling and empirical values.

[0008] Step S2: Based on the configuration of structural columns, the multi-story masonry structure is divided into five seismic resistance categories, A to E, and the inter-story drift angle limits and seismic resistance influence coefficients for each performance point are determined accordingly. .

[0009] Step S3: Determine the structural uncertainty parameters and seismic motion uncertainty parameters, along with their probability distribution models. The structural uncertainty parameters are the mortar strength of each layer. It follows a normal distribution; the uncertainty parameters of ground motion include the maximum value of the horizontal seismic influence coefficient. It follows a log-normal distribution and has a periodic characteristic. , which follows a uniform distribution.

[0010] Step S4: Based on the probability distribution model of each uncertainty parameter in Step S3, generate the model using the Monte Carlo method. The system consists of a set of structure-seismic motion random samples, each containing a set of structural parameters and a set of seismic motion parameters. Each sample represents a possible combination of structure-seismic motion conditions. The value of is determined based on the required confidence level.

[0011] Step S5: For each random sample generated in step S4, perform the following sub-steps sequentially to calculate the maximum inter-story drift angle of the sample under a given seismic intensity: Step S5.1, based on the maximum value of the seismic influence coefficient in this sample group. Calculate the first one according to the following formula Seismic shear force of the layer : In the formula, For the first i Seismic shear force of layer, This represents the maximum value of the earthquake influence coefficient. n A0 represents the floor number, and A0 represents the floor area of ​​each floor. G E This represents the representative value of gravity load per unit building area.

[0012] Step S5.2, based on the formula for the average shear strength of masonry and the ideal elastic-plastic model, the yield strength of the story is taken as the average shear capacity of the story. 90%, the floor yield strength coefficient For the yield strength and seismic shear force of the floor The ratio is calculated using the following formula: In the formula, n For the number of floors, i This is the current floor number. ρ i For the first i The wall area ratio in the direction of floor calculation. For the first i The wall area ratio on the other side of the floor. For the first i Representative value of gravity load per unit building area per floor. For the first i The strength of the mortar used for masonry layering This represents the maximum value of the earthquake influence coefficient. R i For the first i Average shear capacity of each floor V i For the first i Seismic shear force of the layer.

[0013] Step S5.3, the seismic resistance influence coefficient determined in step S2 is... The floor yield strength coefficient of this sample group Multiplying them together yields the corrected floor yield strength coefficient. .

[0014] Step S5.4: Based on the seismic resistance measure category and its corresponding allowable displacement ductility coefficient determined in step S2, determine the allowable displacement ductility coefficient of the sample at each performance point. The performance point for slight damage is... The medium destructive performance point is The point that severely damages performance is .

[0015] Step S5.5, combining the number of layers in the structure and mode height coefficient The inter-story displacement ductility coefficient is converted to the overall displacement ductility coefficient using the following formula. : In the formula, For the number of floors, This is the modal height coefficient. k Represents the performance point. k The value of is S, U, or F, representing the performance point of slight damage, moderate damage, and severe damage, respectively. μ 1,k This represents the inter-layer displacement ductility coefficient corresponding to the performance point.

[0016] Step S5.6: Calculate the damping reduction coefficient for this sample group based on the narrow Takeda hysteresis model. : .

[0017] Step S5.7, the corrected floor yield strength coefficient obtained in step S5.3 is... The damping reduction coefficients under each performance target calculated in sub-step 5.6 By comparing the samples, the state of damage was determined. like If so, the sample group is determined to meet the minor damage performance target; like If so, the sample group is determined to meet the medium destructive performance target; like If so, the sample group is determined to meet the severely destructive performance target; like If the sample does not meet the performance target, then the sample group is judged to be unsatisfactory.

[0018] Step S5.8: Repeat steps S5.1 to S5.7 until all steps are completed. The calculation of the group of samples yields the damage status determination results for each sample.

[0019] Step S6, the calculation obtained in step S5 Statistical analysis was performed on the group failure state assessment results. For a given peak ground acceleration... ,statistics The number of samples in a group that exceed a certain destruction state The ratio of this ratio to the total sample size is used as a statistical estimate of the conditional exceedance probability of this disruptive state. Changing the peak ground acceleration (PGA) Repeat steps S4 to S5 to calculate the sample proportions that exceed each failure state under each intensity of earthquake action. Then, perform curve fitting based on the log-normal distribution and plot the earthquake vulnerability curve with peak ground acceleration as the abscissa and exceedance probability as the ordinate.

[0020] Preferably, in step S2, the five categories of seismic resistance measures include: Category A measures, which set ring beams according to current standards, but do not set structural columns; Category B measures, which, in addition to ring beams, set structural columns at the four corners and corresponding corners of the exterior walls, at the junction of the transverse walls and the exterior longitudinal walls of the staggered floors, at the junction of the interior and exterior walls of large rooms, on both sides of larger openings, at the four corners of the stairwells and elevator shafts, and at the corresponding walls at the upper and lower ends of the inclined staircases; Category C measures, in addition to the requirements of Category B, also set structural columns at the junction of the interior transverse wall and the exterior longitudinal wall on the other side of the stairwell, at intervals of 12-15m, or at the junction of the unit transverse wall and the exterior longitudinal wall; Category D measures, in addition to the requirements of Category B, also set structural columns at the junction of the partition wall (axis) and the exterior wall, and at the junction of the gable wall and the interior longitudinal wall; Category E measures, in addition to the requirements of Category B, also set structural columns at the junction of the interior wall (axis) and the exterior wall, at the junction of the interior longitudinal wall and the transverse wall (axis), and at the smaller wall piers of the interior walls.

[0021] Preferably, in step S2, the influence coefficients of seismic resistance measures for categories A to E are... The values ​​are 1.0, 1.05, 1.1, 1.2, and 1.3 respectively. The influence coefficients of other seismic measures (ring beam installation, building height-to-width ratio, transverse wall spacing, facade height variation, staggered floors, local internal frame, sudden changes in floor stiffness, existing damage, local wall dimensions, independent brick column load-bearing, floor component support length, small rooms extending above the roof, etc.) shall be taken according to the provisions of GB 50023 "Standard for Seismic Appraisal of Buildings". When there are multiple seismic measures, the influence coefficients shall be multiplied together.

[0022] Preferably, in step S5.4, the allowable displacement ductility coefficient at the point of severe performance degradation... The values ​​are as follows: 3.0 for Class A, 3.3 for Class B, 4.0 for Class C, 5.0 for Class D, and 6.0 for Class E; The allowable displacement ductility coefficient at the point of moderate failure performance. The allowable displacement ductility coefficients for the minor damage performance points are as follows: Class A 2.0, Class B 2.2, Class C 2.5, Class D 3.3, and Class E 4.0. We will use 1.25 for all values.

[0023] Preferably, in step S5.5, the mode shape height coefficient With floor number The correspondence is as follows: =1 =1.0, =2 =0.81, =3 =0.75, =4 =0.72, =5 o'clock =0.71, =6 o'clock =0.70, =7 o'clock =0.69.

[0024] This invention provides a rapid seismic vulnerability assessment system for masonry structures based on floor yield strength coefficients, comprising: an information acquisition module for acquiring deterministic basic parameters of the masonry structure to be assessed, including the number of floors, building area per floor, floor height, wall area ratio of each floor, and representative value of gravity load per unit building area; a seismic resistance measure classification module for classifying seismic resistance measures according to the structural column configuration of the masonry structure to be assessed, and determining the seismic resistance measure influence coefficient corresponding to the seismic resistance measure category; a parameter distribution determination module for determining structural uncertainty parameters and seismic motion uncertainty parameters and their probability distribution models; a sample generation module for generating multiple sets of structure-seismic motion random samples using the Monte Carlo method based on the probability distribution model; a failure state determination module for determining the failure state of each random sample; and a vulnerability analysis module for statistically analyzing the failure state determination results of all samples and establishing a seismic vulnerability curve.

[0025] Technical effect Compared with existing technologies, the rapid seismic vulnerability assessment method and system for masonry structures based on story yield strength coefficients provided by this invention reduces the seismic response calculation of masonry structures to an analytical formula for story yield strength coefficients. The calculation of each group of structure-seismic motion samples does not require any iterative solution of nonlinear dynamic equations or numerical integration. Compared with existing methods that rely on nonlinear time history analysis, this invention improves computational efficiency by more than two orders of magnitude, making it possible to move vulnerability analysis from academic research to routine engineering applications. Furthermore, the calculation of each random sample is independent, adapting to parallel computing in computational software, which can further shorten the computation time for large-scale group assessments.

[0026] Existing sophisticated methods require the establishment of a complete finite element model with dozens of input parameters, while many old masonry structures lack design drawings, making it impossible to obtain crucial information. This invention requires only a few basic parameters, such as the number of floors, building area, wall area ratio, mortar strength, floor height, and site type, all of which can be quickly obtained through on-site measurement and testing. This feature makes this invention particularly suitable for large-scale group assessment and rapid screening of old masonry structures with incomplete drawing information.

[0027] The floor yield strength coefficient of this invention is based on the formula for the average shear strength of masonry and the ideal elastic-plastic model, while the damping reduction coefficient is based on the narrow Takeda hysteresis model. Each parameter has a clear physical meaning. The final output vulnerability curve intuitively gives the probability of occurrence of each failure state under various earthquake levels. The assessment conclusion is concise and direct, facilitating subsequent reinforcement priority ranking and earthquake disaster prevention planning. Attached Figure Description

[0028] Figure 1 This is a schematic diagram of the building model of the masonry structure to be evaluated in an embodiment of the present invention; Figure 2 This is a flowchart of a rapid seismic vulnerability assessment method for masonry structures based on floor yield strength coefficient, as described in an embodiment of the present invention. Figure 3 This is a fragility curve of the calculation results in an embodiment of the present invention. Detailed Implementation

[0029] To make the technical means, creative features, objectives and effects of this invention easier to understand, the following embodiments are described in detail with reference to the accompanying drawings.

[0030] Figure 1 This is a schematic diagram of the building model of the masonry structure to be evaluated in an embodiment of the present invention.

[0031] like Figure 1 As shown, the implementation object in this embodiment is a three-story regular brick-concrete office building built in the late 1960s. The main structure of this building was constructed before the promulgation of GBJ3-73 "Code for Design of Masonry Structures" in 1973, and is a typical building without seismic fortification. The structural model is as follows. Figure 2 As shown, the building underwent two expansions in 1989 and 1999. The expanded sections included structural columns but lacked ring beams, and the ring beams were not installed according to regulations. Furthermore, on-site inspection and evaluation determined the building's current damage coefficient to be 0.9. To address these issues, this embodiment provides a rapid assessment method for the seismic vulnerability of masonry structures based on the floor yield strength coefficient.

[0032] Figure 2 This is a flowchart of a rapid assessment method for the seismic vulnerability of masonry structures based on the floor yield strength coefficient, as described in an embodiment of the present invention.

[0033] like Figure 2 As shown, the rapid seismic vulnerability assessment method for masonry structures based on floor yield strength coefficient in this embodiment includes the following steps: Step S1: Through on-site inspection and limited testing, the following basic parameters of the building were obtained: number of floors. Floor area per floor floor height The longitudinal (main load-bearing direction) wall area ratio of the ground floor. The mean is 0.0438, and the wall area ratio in the other direction is... The mean value is 0.0646. Representative value of gravity load per unit building area. .

[0034] Step S2: The main building has no structural columns, and the extended section has structural columns but no overall ring beam. Based on this, it is determined to require Class A seismic measures. However, the ring beam is not properly installed and shows existing damage. The seismic measure impact factor... .

[0035] Step S3: The strength of the bottom layer masonry mortar is determined by on-site rebound testing. The mean is 1.9 MPa, and the coefficient of variation is 0.30; the maximum value of the rare earthquake influence coefficient. The mean is 0.50, follows a log-normal distribution, and has a coefficient of variation of 0.44; site characteristic period. It follows a uniform distribution, with a variation range of 0.35s to 0.45s.

[0036] Step S4: Use the Monte Carlo method to generate N=10000 sets of random samples, each set of samples containing independent realizations of three random variables.

[0037] Step S5: For each random sample generated in step S4, the following sub-steps are executed sequentially to calculate the maximum inter-story drift angle of the sample under a given seismic intensity. The following selects a typical random sample (the j-th group) to demonstrate the calculation and judgment process of a single loop: Step S5.1, in this group of samples, According to the formula Calculation of seismic shear force at the bottom layer .

[0038] Step S5.2, in this group of samples, According to the formula The yield strength coefficient of the first floor was calculated. .

[0039] Step S5.3, the seismic resistance influence coefficient determined in step S2 is... The floor yield strength coefficient of this sample group Multiplying them together yields the corrected floor yield strength coefficient. .

[0040] Step S5.4, the seismic resistance measure is Class A, and the corresponding displacement ductility coefficient at the minor failure performance point is... The medium destructive performance point is The point that severely damages performance is .

[0041] Step S5.5, Number of layers in the structure Mode height coefficient According to the formula Calculate the overall displacement ductility coefficient at each performance point. , , .

[0042] Step S5.6, based on the narrow Takeda hysteresis model, according to the formula... Calculate the damping reduction factor for each performance target. , , .

[0043] Step S5.7, adjust the corrected floor yield strength coefficient. Comparison with various damping reduction factors ( The samples in this group were determined to be severely damaged.

[0044] Step S5.8: Repeat sub-steps S5.1 to S5.7 until all 10,000 samples have been calculated and judged.

[0045] Step S6, the calculation obtained in step S5 Statistical analysis was performed on the group failure state assessment results, given the peak ground acceleration. At that time, the statistical estimates of the exceedance probability for each damage state were: 58.7% for exceeding the minor damage limit; 39.1% for exceeding the moderate damage limit; and 26.8% for exceeding the severe damage limit. (This is related to the change in peak ground acceleration.) Repeat steps S4-S5 to determine the value of , and statistically analyze the proportion of samples exceeding each failure state under earthquakes of different intensities. Plot an earthquake vulnerability curve with peak ground acceleration as the abscissa and exceedance probability as the ordinate. Figure 3 As shown.

[0046] Figure 3 This is a fragility curve of the calculation results in an embodiment of the present invention.

[0047] This embodiment also provides a rapid seismic vulnerability assessment system for masonry structures based on floor yield strength coefficient, including an information acquisition module, a seismic resistance measure classification module, a parameter distribution determination module, a sample generation module, a failure state determination module, and a vulnerability analysis module.

[0048] The information extraction module is used to execute the process in step S1 of this embodiment; The seismic measures division module is used to execute the process in step S2 of this embodiment; The parameter distribution determination module is used to execute the process in step S3 of this embodiment; The sample generation module is used to execute the process in step S4 of this embodiment; The damage state determination module is used to execute the process in step S5 of this embodiment; The vulnerability analysis module is used to perform the process in step S6 of this embodiment.

[0049] The above embodiments are preferred embodiments of the present invention and are not intended to limit the scope of protection of the present invention.

Claims

1. A rapid assessment method for the seismic vulnerability of masonry structures based on floor yield strength coefficient, characterized in that, Includes the following steps: Step S1: Obtain the deterministic basic parameters of the masonry structure to be evaluated. The deterministic basic parameters include at least the number of floors, the building area of ​​each floor, the floor height, the wall area ratio of each floor, and the representative value of gravity load per unit building area. For old masonry structures with missing drawings, the wall area ratio is estimated by combining a small number of on-site sampling tests with empirical values. Step S2: Based on the structural column configuration of the masonry structure to be evaluated, classify the seismic measures into categories and determine the seismic measure influence coefficient corresponding to each category. Step S3: Determine the structural uncertainty parameters and the seismic motion uncertainty parameters and their probability distribution models; the structural uncertainty parameters are the mortar strength of each layer of masonry, which follows a normal distribution; the seismic motion uncertainty parameters include the maximum value of the horizontal seismic influence coefficient, which follows a log-normal distribution, and the site characteristic period, which follows a uniform distribution. Step S4: Based on the probability distribution model determined in step S3, generate using the Monte Carlo method. The system consists of a set of structure-seismic motion random samples, each containing a set of structural parameters and a set of seismic motion parameters. Each sample represents a possible combination of structure-seismic motion conditions. The value is determined based on the required confidence level; Step S5: For each set of random samples generated in step S4, perform the following sub-steps to determine the current state of damage of the sample: Step S5.1: Calculate the seismic shear force of each floor based on the maximum value of the seismic influence coefficient in the current sample. Step S5.2: Based on the formula for the average shear strength of masonry and the ideal elastic-plastic model, calculate the yield strength coefficient of each floor. Step S5.3: Multiply the seismic resistance measure influence coefficient determined in step S2 by the yield strength coefficient of each floor to obtain the corrected floor yield strength coefficient. Step S5.4: Based on the seismic resistance measure category determined in step S2, determine the allowable inter-story displacement ductility coefficient of the current sample at each performance point; Step S5.5: Convert the allowable inter-story displacement ductility coefficient into the overall displacement ductility coefficient; Step S5.6: Based on the narrow Takeda hysteresis model, calculate the damping reduction coefficient of the current sample at each performance point; Step S5.7: Compare the corrected floor yield strength coefficient obtained in step S5.3 with the damping reduction coefficient of each performance point calculated in step S5.6 to determine the failure state of the current sample. Step S5.8: Repeat steps S5.1 to S5.7 until all steps are completed. The calculation of the group of samples yields the damage status determination results for each sample; Step S6: Perform statistical analysis on the damage status determination results of all samples obtained in step S5 to establish earthquake vulnerability curves.

2. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S5.1, the seismic shear force is calculated according to the following formula: In the formula, For the first i Seismic shear force of layer, This represents the maximum value of the earthquake influence coefficient. n A0 represents the floor number, and A0 represents the floor area of ​​each floor. G E This represents the representative value of gravity load per unit building area.

3. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S5.2, the floor yield strength is taken as the average shear capacity of the floor. 90%, the floor yield strength coefficient For the yield strength and seismic shear force of the floor The ratio is calculated using the following formula: In the formula, n For the number of floors, i This is the current floor number. ρ i For the first i The wall area ratio in the direction of floor calculation. For the first i The wall area ratio on the other side of the floor. For the first i Representative value of gravity load per unit building area per floor. For the first i The strength of the mortar used for masonry layering This represents the maximum value of the earthquake influence coefficient. R i For the first i Average shear capacity of each floor V i For the first i Seismic shear force of the layer.

4. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S5.5, the overall displacement ductility coefficient Convert using the following formula: In the formula, For the number of floors, This is the modal height coefficient. k The value of k represents the performance point, where S, U, or F represent the performance point with slight, moderate, and severe degradation, respectively. μ 1,k This represents the inter-story displacement ductility coefficient at the corresponding performance point. The mode height coefficient With floor number The correspondence is as follows: =1 =1.0, =2 =0.81, =3 =0.75, =4 =0.72, =5 o'clock =0.71, =6 o'clock =0.70, =7 o'clock =0.

69.

5. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S5.6, the damping reduction coefficient at each performance point Calculated using the following formula: In the formula, μ k This is the overall displacement ductility coefficient corresponding to the performance point.

6. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S5.7, determining the damaged state includes: If the corrected floor yield strength coefficient If so, the sample group is determined to meet the minor damage performance target; If the corrected floor yield strength coefficient If so, the sample group is determined to meet the medium destructive performance target; If the corrected floor yield strength coefficient If so, the sample group is determined to meet the severely destructive performance target; If the corrected floor yield strength coefficient If the sample does not meet the severely destructive performance target, then this group of samples is judged to be unacceptable. in, B S , B U , B F These are the damping reduction factors corresponding to the performance points of slight damage, moderate damage, and severe damage, respectively.

7. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S6, establishing the seismic vulnerability curve includes: For a given peak ground acceleration ,statistics The number of samples in a group that exceed a certain destruction state The ratio of this ratio to the total sample size is used as a statistical estimate of the conditional exceedance probability of this disruptive state. Change the peak ground acceleration of an earthquake Repeat steps S4 to S5 to calculate the sample proportions that exceed each failure state under each intensity of earthquake action. Then, perform curve fitting based on the log-normal distribution and plot the earthquake vulnerability curve with peak ground acceleration as the abscissa and exceedance probability as the ordinate.

8. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S2, the seismic resistance measures are categorized into five types: A through E. The influence coefficients of the earthquake-resistant measures are respectively set as follows: Class A 1.0, Class B 1.05, Class C 1.1, Class D 1.2, and Class E 1.

3.

9. The rapid assessment method for seismic vulnerability of masonry structures based on floor yield strength coefficient according to claim 1, characterized in that: In step S5.4, the allowable interlayer displacement ductility coefficient for each performance point is determined as follows: Severely degrading performance points: Class A: 3.0, Class B: 3.3, Class C: 4.0, Class D: 5.0, Class E: 6.0; Medium destructive performance point: Class A: 2.0, Class B: 2.2, Class C: 2.5, Class D: 3.3, Class E: 4.0; For minor damage, the performance point is uniformly set to 1.

25.

10. A rapid assessment system for the seismic vulnerability of masonry structures based on floor yield strength coefficient, characterized in that, include: The information acquisition module is used to acquire the deterministic basic parameters of the masonry structure to be evaluated. The deterministic basic parameters include the number of floors, the building area of ​​each floor, the floor height, the wall area ratio of each floor, and the representative value of gravity load per unit building area. The seismic measures classification module is used to classify seismic measures according to the structural column setting of the masonry structure to be evaluated, and to determine the seismic measures influence coefficient corresponding to the seismic measures category; The parameter distribution determination module is used to determine the structural uncertainty parameters and the seismic motion uncertainty parameters and their probability distribution models; The sample generation module is used to generate multiple sets of structure-seismic motion random samples using the Monte Carlo method based on the probability distribution model. The damage state determination module is used to perform the sub-step described in step S5 of claim 1 for each group of random samples to determine the damage state of the current sample. The vulnerability analysis module is used to perform statistical analysis on the damage status assessment results of all samples and establish earthquake vulnerability curves.

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