Three-stage reinforcement design method, device and equipment for building structure and storage medium

Abstract

The application provides a three-stage reinforcement design method, device and equipment for a building structure and a storage medium. It relates to the technical field of civil engineering structure reinforcement design. The method comprises the following steps: converting the toughness requirement of the building structure into a displacement requirement; converting the displacement requirement into a resistance requirement; and characteristic design of the reinforcement component. Traditional seismic design mainly emphasizes resistance, that is, the ability of the structure to resist damage, while ignoring the sustained working ability of the structure after deformation. The application focuses on toughness, and through design from the perspective of toughness, the building can exhibit better ductility in disasters such as earthquakes, which is consistent with the pursuit of post-earthquake recoverable function in the current building seismic field. The application realizes the conversion and transmission among the toughness index, displacement index and resistance index, and provides a reference for the reinforcement and reconstruction of old buildings and urban renewal.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering structure reinforcement design, and particularly relates to a building structure three-stage reinforcement design method, device, equipment and storage medium. BACKGROUND

[0002] With the increase of earthquake disasters and environmental changes, the requirements for the safety and performance of existing buildings are gradually increasing, especially for old buildings and buildings without seismic fortification, which urgently need to be performance-based reinforced. Seismic toughness is an important performance-based index, which represents the development direction of the next generation of performance-based seismic design concept, and performance-based reinforcement of existing buildings based on toughness target is an important research direction in the field of architecture today. The toughness target emphasizes the coping ability of buildings in the face of extreme events, not only focusing on the carrying capacity of buildings, but also focusing on the recovery speed and function maintenance ability after the disaster. Specifically, the reinforcement strategy based on the toughness target includes the innovative application of building materials and structural forms, aiming to improve the seismic resistance and durability of the overall structure of the building. In the process of implementing performance-based reinforcement, detailed evaluation and analysis are also needed, including structural safety, economy and environmental impact, to ensure the scientific and reasonable reinforcement scheme. By comprehensively considering the use function, structural characteristics and external environmental factors of the building, performance-based reinforcement under the guidance of the toughness target will provide an effective way to improve the safety and sustainability of existing buildings. SUMMARY

[0003] The present application provides a building structure three-stage reinforcement design method, device, equipment and storage medium, which realizes the conversion and transmission between "toughness index-displacement index-resistance index", and provides a reference for the reinforcement and reconstruction of old buildings and urban renewal.

[0004] In a first aspect, the present application provides a building structure three-stage reinforcement design method, comprising:

[0005] Converting the toughness requirement of the building structure into displacement requirement, comprising:

[0006] Determining the earthquake intensity, limit state and performance grouping, and generating IM a the structure model before reinforcement under the level and ground motion; wherein, IM a represents the ground motion intensity index of the a th intensity level;

[0007] Performing dynamic time history analysis to obtain the engineering demand parameter of the structure before reinforcement, and then performing seismic vulnerability analysis and limit state analysis of the structure before reinforcement;

[0008] Calculate the loss ratio and recovery duration under the pre-reinforcement earthquake and rare earthquake conditions, and calculate the recovery function and resilience index under the pre-reinforcement earthquake and rare earthquake conditions;

[0009] Calculate the target resilience index under the post-reinforcement earthquake and rare earthquake conditions, and solve the regression coefficient in the displacement and strength relationship after reinforcement by simultaneous equations;

[0010] Calculate the target displacement median under the post-reinforcement earthquake and rare earthquake conditions S d|IM ;

[0011] Convert the displacement demand into the resistance demand, including:

[0012] Based on S d|IM and the first modal vector of the building structure, calculate the displacement of the top layer of the structure;

[0013] Convert the displacement of the top layer of the structure into the target spectral displacement of the single degree of freedom system S d-tar ;

[0014] Based on the relationship between the spectral displacement S d and the period T , calculate the target period of the structure T -tar ;

[0015] Based on the relationship between the stiffness K and the period T , calculate the target stiffness of the structure K -tar ;

[0016] Calculate the target base shear of the structure after reinforcement V d , and convert the target base shear V d into lateral force of each floor F i ;

[0017] Calculate the inter-story shear of each floor V i ;

[0018] Based on the stiffness distribution method, distribute the obtained inter-story shear V i to each member between the stories to convert the displacement demand into the resistance demand; wherein the member includes the existing structure and the reinforcement member;

[0019] The characteristic design of the reinforcement member includes:

[0020] Based on the determined resistance requirements, and while meeting the requirements of seismic design codes, design the information and dimensions of the reinforcement components;

[0021] Design the connectors between the various reinforcement components;

[0022] Design the connection between the reinforcement components and the existing structure;

[0023] Establish a model of the reinforced structural system and conduct performance verification under design earthquake and rare earthquake conditions. If the performance verification meets the requirements, the design is completed. If the performance verification does not meet the requirements, the information and dimensions of the reinforced components are redesigned.

[0024] In one possible design, the formula for calculating the toughness index is:

[0025] (1)

[0026] in, t 0E Indicates the time when the event occurred. T LC Indicates the duration of the resilience assessment. Q ( t () represents the function of performance, which is derived from the loss function. L ( IM ) and recovery function f rec (·)composition, R Indicators of resilience t Indicates time;

[0027] In formula (1) Q ( t The formula for calculating ) is:

[0028] (2)

[0029] Where H(·) represents the Heaviside step function, f rec ( t, t 0E , T RE ) represents the recovery function. L ( IM () indicates the earthquake intensity level IM The initial loss ratio, F [ L ( IM [] represents the functional form of the initial loss ratio. H ( t - t 0E ) represents the Heaviside step function int - t 0E the value of the time instant, H ( t -( t 0E +T RE )) represents the value of the Heaviside step function at the time instant t -( t 0E + T RE the value of the time instant, T RE denotes the recovery duration;

[0030] the value of the time instant in equation (1) T RE and L ( IM ) are calculated as shown in equations (3) and (4):

[0031] (3)

[0032] (4)

[0033] wherein T RE−k denotes the recovery time of the limit state k , L k denotes the initial loss ratio of the limit state k , m denotes the total number of limit states, DM denotes the limit state indicator, dm k denotes the sign of the k th limit state, k denotes the limit state, k = 0 indicates no damage, k = m denotes complete damage;

[0034] P ( DM = dm k | IM ) denotes the probability that the structure is in the k th limit state at the seismic intensity level IM, which is expressed as shown in equation (5):

[0035] (5)

[0036] wherein D denotes the structural demand,d k represents the structural capacity at the k d k+1 represents the structural capacity at the k +1 limit state, represents the fragility curve beyond the k represents the fragility curve beyond the k+ 1 limit state;

[0037] The expression of the target displacement median value is shown in equation (6):

[0038] (6)

[0039] wherein, β d|IM represents the logarithmic standard deviation of the structural demand at the seismic intensity level IM, a and b represents the regression coefficient, Φ [ a , b , IM , d k ] represents the seismic fragility, Φ represents the standard normal distribution function.

[0040] In one possible design, the regression coefficients a and b are calculated by the following equations:

[0041] (7)

[0042] wherein, R DBE and R MCE are the target resilience indices at the design earthquake and the rare earthquake levels, respectively, T RE−DBE and T RE−MCE are the recovery times at the design earthquake and the rare earthquake levels, respectively, L IM−DBE and L IM−MCE are the initial loss ratios at the design earthquake and the rare earthquake levels, respectively, solve is the solving symbol, F is the uniform writing of the function;

[0043] Based on the determined regression coefficients, the target displacement median value S d|IM ​​:

[0044] (8)

[0045] In one possible design, the formula for calculating the displacement of the top floor of the structure is:

[0046] (9)

[0047] wherein, u r denotes the displacement of the top floor of the structure, h i denotes the height of the i-th floor, i N denotes the total number of floors, ϕ i and denote the first-order modal parameters of the i-th floor and the (i-1)-th floor, respectively, i i ϕ r denotes the first-order modal parameter of the top floor, IM denotes the seismic intensity level, a and b denote the regression coefficients.

[0048] In one possible design, the formula for converting the displacement of the top floor of the structure into the target spectral displacement of a single-degree-of-freedom system is: S d-tar

[0049] (10)

[0050] wherein Γ denotes the modal participation factor,

[0051] and the expression of the modal participation factor is shown in formula (11):

[0052] (11)

[0053] wherein, m i is the structural mass of the i-th floor. i

[0054] In one possible design, based on the relationship between the stiffness K and the period T , the target stiffness of the structure is calculated by the following formula: K -tar

[0055] (12)

[0056] wherein, M e ​​​​​​is the equivalent structural mass of the structure, τ is the quality amplification factor of the added member after reinforcement, m i is the first i floor structural mass, α is the modal mass factor, N represents the total number of floors, T tar is the target period;

[0057] The calculation formula of the modal mass factor is:

[0058] (13)

[0059] wherein, ϕ i represents the first i floor mode shape modal parameter.

[0060] In a possible design, the target base shear is calculated by the following formula V d and the lateral force of each floor F i :

[0061] (14)

[0062] (15)

[0063] In a second aspect, the application provides a three-stage reinforcement design device for a building structure, the device comprising:

[0064] a first demand conversion module configured to convert the toughness requirement of the building structure into a displacement requirement, comprising:

[0065] determining the earthquake intensity, the limit state and the performance grouping, and generating IM a the structural model before reinforcement under the level and the ground motion; wherein, IM a represents the ground motion intensity index of the first a intensity level;

[0066] carrying out dynamic time history analysis to obtain the engineering demand parameters of the structure before reinforcement, and then carrying out seismic vulnerability analysis and limit state analysis of the structure before reinforcement;

[0067] calculating the loss ratio and the recovery duration under the fortification earthquake and the rare earthquake before reinforcement, and calculating the recovery function and the toughness index under the fortification earthquake and the rare earthquake before reinforcement;

[0068] Calculate the target toughness index under the design earthquake and rare earthquake conditions after reinforcement, and solve the regression coefficient in the relationship between displacement and strength after reinforcement by solving a system of simultaneous equations;

[0069] Calculate the median value of the target displacement under reinforced earthquake and rare earthquake conditions. S d|IM ;

[0070] The second demand conversion module is configured to convert displacement demand into resistance demand, including:

[0071] based on S d|IM Calculate the top-level displacement of the structure using the first modal vector of the building structure;

[0072] Transform the top-level displacement of the structure into the target spectral displacement of a single-degree-of-freedom system. S d-tar ;

[0073] Based on spectral shift S d With period T The relationship between the target period of the calculation structure T -tar ;

[0074] Based on stiffness K With period T The relationship between the target stiffness of the structure is used to calculate the structural stiffness. K -tar ;

[0075] Calculate the target base shear force of the reinforced structure V d and the target base shear force V d This is converted into lateral forces on each floor. F i ;

[0076] Calculate the inter-story shear force for each floor. V i ;

[0077] Based on the stiffness distribution method, the inter-story shear force is obtained V i Displacement is allocated to each component between floors to transform displacement requirements into resistance requirements; wherein, the components include existing structures and reinforcing components;

[0078] The feature design module is configured to perform feature-based design of reinforced components, including:

[0079] Based on the determined resistance requirements, and while meeting the requirements of seismic design codes, design the information and dimensions of the reinforcement components;

[0080] designing the connection between the various reinforcing members;

[0081] designing the connection between the reinforcing member and the existing structure;

[0082] establishing a model of the reinforced structure system, and carrying out performance verification under the fortification earthquake and rare earthquake conditions, if the performance verification meets the requirements, the design is completed, if the performance verification does not meet the requirements, the information and size of the reinforcing member are redesigned.

[0083] In a third aspect, an embodiment of the present application provides an electronic device, comprising: at least one processor and a memory; the memory stores computer execution instructions; the at least one processor executes the computer execution instructions stored in the memory, so that the at least one processor executes the building structure three-stage reinforcement design method as described in the above first aspect and various possible designs of the first aspect.

[0084] In a fourth aspect, an embodiment of the present application provides a computer readable storage medium, the computer readable storage medium stores computer execution instructions, when a processor executes the computer execution instructions, the building structure three-stage reinforcement design method as described in the above first aspect and various possible designs of the first aspect is implemented.

[0085] In a fifth aspect, an embodiment of the present application provides a computer program product, comprising a computer program, when the computer program is executed by a processor, the building structure three-stage reinforcement design method as described in the above first aspect and various possible designs of the first aspect is implemented.

[0086] The building structure three-stage reinforcement design method, device, equipment and storage medium provided by the present application have at least the following beneficial effects:

[0087] 1. Adapt to urban renewal and meet diversified needs: the three-stage design method of toughness-displacement-resistance conversion proposed in the present application can better adapt to the complex and diverse needs in the reconstruction of existing buildings, not only paying attention to structural safety, but also considering the improvement of comprehensive performance such as function, energy saving, green and low carbon, etc. The method provides a more flexible and adaptive solution for seismic reinforcement and performance improvement of existing buildings.

[0088] 2. Pay attention to toughness and improve seismic performance: traditional seismic design mainly emphasizes resistance, that is, the ability of structure to resist damage, and ignores the sustained working capacity of structure after deformation. By improving the toughness of structure, the building can show better ductility in disasters such as earthquake, that is, it can maintain a certain deformation capacity after reaching the ultimate bearing capacity, avoid brittle failure, and thus protect the safety of personnel, which is consistent with the pursuit of post-earthquake recoverable function in the current building seismic field.

[0089] 3. The three-stage design is more targeted: The application divides the reinforcement process into three stages of toughness improvement, displacement control and resistance enhancement. This means that different reinforcement strategies can be adopted at different stages according to the specific needs and damage of the structure, so as to achieve more accurate and effective reinforcement. BRIEF DESCRIPTION OF DRAWINGS

[0090] The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the application and serve to explain the principles of the application together with the specification.

[0091] Figure 1 A flowchart of a three-stage reinforcement design method for building structures provided for embodiments of the application;

[0092] Figure 2 Basic information and reinforcement details of existing buildings and external additional reinforcement members provided for embodiments of the application;

[0093] Figure 3 A schematic diagram showing the relationship between the target displacement median value and the strength grade of working condition 1 provided for embodiments of the application;

[0094] Figure 4 A schematic diagram showing the relationship between the target displacement median value and the strength grade of working condition 2 provided for embodiments of the application;

[0095] Figure 5 A schematic diagram showing the relationship between the spectral displacement and the period under the fortification level provided for embodiments of the application;

[0096] Figure 6 A schematic diagram of lateral force and interlayer shear force under two working conditions provided for embodiments of the application;

[0097] Figure 7 A graph showing the analysis results of the toughness index of working condition 1 after reinforcement provided for embodiments of the application;

[0098] Figure 8 A graph showing the analysis results of the toughness index of working condition 2 after reinforcement provided for embodiments of the application;

[0099] Figure 9 A structural diagram of a three-stage reinforcement design device for building structures provided for embodiments of the application.

[0100] Through the above drawings, the specific embodiments of the application have been shown, and will be described in more detail in the following. These drawings and written descriptions are not intended to limit the scope of the concept of the application in any way, but to illustrate the concept of the application to those skilled in the art by referring to specific embodiments. DETAILED DESCRIPTION

[0101] The exemplary embodiments will be described in detail herein with reference to the attached drawings. The description of the exemplary embodiments is intended to apply to any embodiment of the application, unless specified otherwise. Accordingly, when the description of the exemplary embodiments has been referenced, modifications and variations from the described embodiments will be readily apparent to those of ordinary skill in the art, i.e., anyone working in the field, without departing from the application as defined by the appended claims. The exemplary embodiments described below are not meant to be an all-inclusive explanation of all aspects of the application. Rather, they are intended only to familiarize the reader with the apparatus and methods consistent with some aspects of the application as detailed in the appended claims.

[0102] In the technical solutions of the present application, the collection, storage, use, processing, transmission, provision and disclosure of information such as financial data or user data comply with relevant laws and regulations and do not violate public order and good customs.

[0103] It should be noted that in the embodiments of the present application, some industry existing solutions, components, models, etc. may be mentioned, which should be considered as exemplary, and the purpose is only to illustrate the feasibility of the implementation of the technical solutions of the present application, but it does not mean that the applicant has or will necessarily use the solution.

[0104] The technical solutions of the present application and how the technical solutions of the present application solve the above technical problems will be described in detail below with specific embodiments. The following specific embodiments can be combined with each other, and the same or similar concepts or processes may not be described again in some embodiments. The embodiments of the present application will be described below with reference to the drawings.

[0105] The embodiments of the present application provide a three-stage reinforcement design method for building structures, as shown in Figure 1 The three-stage reinforcement design method for building structures includes the following steps S10-S30.

[0106] S10: Convert the toughness requirement of the building structure into displacement requirement.

[0107] In this embodiment, step S10 includes the following steps S101-S105:

[0108] S101: Determine the earthquake intensity, limit state and performance grouping, and generate IM a the structure model before reinforcement under the level and ground motion; wherein, IM a Intensity Measure is the abbreviation of ground motion intensity index, a the ground motion intensity index of the IM a the a

[0109] ​​S102: Based on the ground motion generated in S101, dynamic time history analysis is carried out on the structure model in S101 to obtain the engineering demand parameters (such as the maximum inter-story drift angle) of the structure before reinforcement, and the intensity level of the ground motion at this time is judged a whether it is greater than or equal to the calculated demand ground motion intensity level a-required , if not, then return to S101 loop; if satisfied, then further carry out seismic vulnerability analysis and ultimate state analysis of the structure before reinforcement;

[0110] S103: Calculate the loss ratio and recovery duration under the condition of the fortification earthquake and the rare earthquake before reinforcement, and calculate the recovery function and resilience index under the condition of the fortification earthquake and the rare earthquake before reinforcement R ; judge whether the resilience index at this time R is less than or equal to the target resilience index R-tar , if not, it means that reinforcement is not needed, and the calculation process is terminated; if satisfied, it means that reinforcement is needed, and enter S104;

[0111] S104: Calculate the target resilience index under the condition of the fortification earthquake and the rare earthquake after reinforcement, and solve the regression coefficient (a, b) in the displacement and strength relationship after reinforcement by simultaneous equations; a , b

[0112] S105: Calculate the target displacement median value under the condition of the fortification earthquake and the rare earthquake after reinforcement S d|IM .

[0113] S20: Convert displacement demand to resistance demand.

[0114] Step S20 includes the following steps S201-S207:

[0115] S201: Based on S d|IM and the first modal vector of the structure, calculate the top layer displacement of the structure;

[0116] S202: Convert the top layer displacement of the structure into the target spectral displacement of a single degree of freedom system S d-tar ;

[0117] S203: Based on the relationship between the spectral displacement S d and the period T , calculate the target period of the structure T -tar ;

[0118] S204: Based on the relationship between the stiffness K and the period T , calculate the target stiffness of the structure​K -tar ;

[0119] S205: Calculate the target base shear of the strengthened structure V d , and convert the target base shear V d to lateral force of each floor F i ;

[0120] S206: Calculate the inter-story shear of each floor V i ;

[0121] S207: Based on the stiffness distribution method, distribute the obtained inter-story shear to each member (including the original structure and the strengthened member) between the stories, i.e. convert the displacement demand to the resistance demand. V i

[0122] S30: Characterization design of the strengthened member.

[0123] In this embodiment, step S30 includes steps S301-S304 as follows:

[0124] S301: Design the information and size of the strengthened member based on the requirements of the Chinese seismic design code;

[0125] S302: Design the connecting member between the external strengthened members;

[0126] S303: Design the connecting member between the external strengthened member and the existing structure;

[0127] S304: Establish a model of the strengthened structure system and carry out performance verification under the conditions of fortification earthquake and rare earthquake. If the requirements are met, the design is completed, otherwise, return to step S301 and cycle until the requirements are met.

[0128] In some embodiments, the resilience index in step S103 is calculated by formula (1):

[0129] (1)

[0130] wherein, t 0E represents the time of the event, T LC represents the duration of the resilience evaluation, Q ( t ) represents a function function, which is mainly composed of a loss function L ( IM ) and a recovery function f rec ​(·) composition.

[0131] The calculation of Q ( t ) in the formula (1) uses the formula (2):

[0132] (2)

[0133] where H(·) denotes the Heaviside step function, f rec ( t, t 0E , T RE ) denotes the recovery function, L ( IM ) denotes the initial loss ratio at a specific intensity level IM. Q ( t ) is a function of L ( IM ), which can be further expressed as F [ L ( IM )]. F [ L ( IM )] denotes the functional form of the initial loss ratio, H ( t - t 0E ) denotes the value of the Heaviside step function at t - t 0E time, H ( t -( t 0E +T RE )) denotes the value of the Heaviside step function at t -( t 0E +T RE ) time, T RE denotes the recovery duration.

[0134] The calculation of T RE and L ( IM ) in the formula (1) uses the formulas (3) and (4):

[0135] (3)

[0136] (4)

[0137] in, T RE−k Represents the limit state k Recovery time L k Represents the limit state k The initial loss ratio.

[0138] In formulas (3) and (4) P ( DM = dm k | IM This indicates that the structure is at the IM level of the earthquake intensity level. k The probability of each limiting state is expressed as shown in (5):

[0139] (5)

[0140] in, DM Indicates the limit state index. dm k Indicates the first k The symbol for a limit state. m This represents the total number of limit states. k = 0 indicates no damage. k = m Indicates complete damage; Indicates transcendence k+ Vulnerability curve for a single extreme state.

[0141] In the formula (5) The vulnerability curve is represented by the expression shown in (6):

[0142] (6)

[0143] in, D Indicates structural requirements, d k Indicates the first k Structural capability under extreme conditions. S d|IM This represents the median structural demand for a given earthquake intensity IM, i.e., the target median value. β d|IM This represents the logarithmic standard deviation of the structural demand for a given earthquake intensity IM. a and b Representing regression parameters, seismic vulnerability can also be further expressed as... Φ [ a , b , IM , d k ], ΦThis represents the standard normal distribution function.

[0144] In some embodiments, the regression coefficient in the displacement-strength relationship in step S104 is calculated as follows: a and b By solving a system of equations, the variables can be determined. a and b It can be done a ·( IM ) b The median value of the target displacement after reinforcement is calculated, thereby realizing the conversion from toughness to displacement. Its expression is shown in (7):

[0145] (7)

[0146] in, R DBE and R MCE These are the target resilience indicators under the design earthquake and rare earthquake levels, respectively. T RE−DBE and T RE−MCE These represent the recovery times under the design earthquake and rare earthquake levels, respectively. L IM−DBE and L IM−MCE These are the initial loss ratios under the design earthquake and rare earthquake levels, respectively. solve To solve for the symbols, F This is a general description of functions.

[0147] In some embodiments, the median value of the target displacement in step S105 is calculated using formula (8). S d|IM :

[0148] (8)

[0149] In some embodiments, the displacement of the top layer of the structure in step S201 is calculated using formula (9). :

[0150] (9)

[0151] in, u r Indicates top-level displacement. h i Indicates the first i The height of the floor, N Indicates the total number of floors. ϕ i Indicates the first i The first-order mode parameters of the layer, ϕ rrepresents the first-order modal parameter of the top floor mode.

[0152] In some embodiments, the target spectral displacement of the single-degree-of-freedom system in step S202 is calculated by using formula (10) S d-tar :

[0153] (10)

[0154] Γ in the formula (10) represents the modal participation factor, and its expression is shown in formula (11):

[0155] (11)

[0156] wherein, m i is the structural mass of the first i floor.

[0157] In some embodiments, the target stiffness in step S204 is calculated by using formula (12) K tar :

[0158] (12)

[0159] wherein, M e is the equivalent structural mass, τ is the mass amplification factor of the increased component after reinforcement, m i is the structural mass of the first i floor, T tar is the target period.

[0160] Γ in the formula (12) α is the modal mass factor, and its formula is shown in formula (13):

[0161] (13)

[0162] In some embodiments, the target base shear in step S205 is calculated by using formula (14) and (15) V d and the lateral force of the floor F i :

[0163] (14)

[0164] (15)

[0165] To further demonstrate the feasibility and progress of the method proposed in this application, this embodiment carries out instance verification through two specific reinforced concrete frames: 3-span 5-storey (RCF 3-5) and 5-span 10-storey (RCF 5-10). RCF 3-5 represents working condition 1 in the analysis, and RCF 5-10 represents working condition 2 in the analysis, Figure 2 The basic information and reinforcement details of the existing building and the externally attached reinforcing member are shown. For the two working conditions, the span length is 4200 mm, the bottom layer height is 3300 mm, and the standard layer height is 3000 mm. For RCF 3-5, the cross-sectional size of the column is 400 mm x 400 mm, and the cross-sectional size of the beam is 300 mm x 400 mm. For RCF 5-10, the cross-sectional size of the column is 500 mm x 500 mm, and the cross-sectional size of the beam is 300 mm x 450 mm. The existing RCF structure is built according to the Code for Seismic Design of Civil Buildings in China, and has not met the requirements of the latest seismic code after elastic analysis, so it needs to be seismically reinforced. This embodiment requires that the toughness index of the reinforced structure under DBE and MCE levels be increased by 10%. The original structure is a spatial structure, and the reinforcement scheme is spatially symmetric, so a plane frame is taken for analysis (i.e. Figure 2 RCF 3-5 and RCF 5-10 in Figure 2 ), and both frames are designed using the above-mentioned performance-based reinforcement design process for existing buildings based on toughness targets. In addition, the existing reinforced concrete frame structure is located in an area with a seismic fortification intensity of 8 degrees, i.e. a probability of experiencing a peak ground acceleration of 0.2g in 50 years of 10%, a site type of Class II, and a seismic grade of the frame structure of Class III.

[0166] This embodiment uses PGA as the strength index and MIDR as the engineering demand parameter. A total of five limit states are considered in the example, and various performance levels of the structure are defined, i.e. no damage (LS0), slight damage (LS1), moderate damage (LS2), complete damage (LS3), and severe damage (LS4). The corresponding thresholds for LS1-LS4 are set to 1 / 500, 1 / 100, 1 / 50 and 1 / 25, respectively. The initial seismic intensity level is specified as 0.1g, and from 0.1g to 1.0g, each level is incremented by 0.1g, and from 1.0g to 2.0g, each level is incremented by 0.2g. For each seismic intensity level, 40 random ground motions are generated by the spectral representation method for analysis, so a total of 600 samples are calculated for each working condition.

[0167] In the first part of the design framework, the resilience of the structure before retrofit is evaluated first, dynamic time-history analysis and probabilistic seismic fragility analysis are carried out respectively, and the resilience indices under DBE and MCE are calculated. In this example, two types of recovery functions are given, function 1 represents well-prepared community (exponential form), and function 2 represents under-prepared community (triangular form). As mentioned in the retrofit requirement above, the resilience indices under DBE and MCE after retrofit need to be improved by 10% (i.e. resilience target-oriented), therefore the target resilience indices after retrofit can be calculated by multiplying the results before retrofit by 1.1. Then, the regression parameters after retrofit can be calculated by solving equation (7), and the target median displacement under DBE and MCE after retrofit can be given. Figure 3 and Figure 4 The relationship between target median displacement and strength level under two working conditions is shown. Take Figure 3 RCF 3-5 for example, the relationship between target median displacement and strength level is shown, the blue line represents the situation before retrofit, it can be found that ln(a)=-2.5582, b=0.9948, the purple line represents the demand state after retrofit using recovery form 1, after solving equations (6-7), it can be found that ln(a)=-3.7021, b=0.9842. The green line represents the demand state after retrofit using recovery form 2, after solving equations (6-7), it can be found that ln(a)=-3.2903, b=0.8721. Similar conclusions can be obtained for RCF 5-10, Figure 4 as well. Through the above steps, the transformation between resilience demand and displacement demand can be achieved.

[0168] Subsequently, according to the target displacement and modal parameters, the top story displacement of the whole structure can be given. Here, the DBE level is considered first, for the sake of conservatism, both working condition 1 and working condition 2 are designed with a displacement angle of 0.0051, the corresponding top story displacements are calculated as 60.37 mm and 114.81 mm respectively. Subsequently, the whole structure is converted into a single-degree-of-freedom system, and the top story displacement is converted into target spectral displacement, the results are 37.62 mm and 71.54 mm respectively. Subsequently, the relationship between spectral displacement and period under DBE level can be given, as shown in Figure 5The target displacement of the single degree of freedom system is obtained. The target period of RCF 3-5 in working condition 1 and RCF 5-10 in working condition 2 is 0.5277 s and 0.9466 s respectively. The target stiffness of RCF 3-5 in working condition 1 is 57709.7 kN / m, and the target stiffness of RCF 5-10 in working condition 2 is 50524.4 kN / m. Then, the target base force of the single degree of freedom system after reinforcement can be calculated. The target base shear of RCF 3-5 in working condition 1 and RCF 5-10 in working condition 2 is 2170.8 kN and 3614.5 kN respectively. The target base shear is equivalent to the lateral force of each layer of the overall structure, Figure 6 The lateral force and interlayer shear force in two working conditions are shown. Through the above steps, the conversion between displacement demand and resistance demand can be realized.

[0169] Then, the third part of the reinforcement design process is entered. The interlayer shear force is distributed to each support and frame column according to the stiffness method. Taking RCF 3-5 in working condition 1 as an example, the lateral stiffness of the bottom layer, the outer column and the outer support is 2.4932*10 N / m, 1.8699*10 N / m and 1.5187*10 N / m respectively, and the standard layer is 3.3185*10 N / m, 2.4889*10 N / m and 1.6705*10 N / m respectively. For RCF 3-5, each layer has 4 existing columns, 2 outer columns and 2 outer supports. The total stiffness of the bottom layer is 44.09*10 N / m, and the total stiffness of the standard layer is 51.66*10 N / m. The bottom layer shear force is 2170.8 kN, the maximum standard shear force is 2033.4 kN, and the shear force of the bottom layer, the outer column and the outer support is 122.76 kN, 92.07 kN and 747.79 kN respectively; the shear force of the standard layer, the outer column and the outer support is 130.62 kN, 97.96 kN and 657.51 kN respectively. Considering the angle between the support and the horizontal plane, the axial demand of the support is calculated: the bottom is 886.37 kN, the standard layer is 802.59 kN, and the core plate is designed as 225 mm*30 mm.

[0170] Figure 7 and Figure 8 The resilience index analysis of the reinforced working condition 1 and working condition 2 in the embodiment of the application is shown respectively. The results show that for all working conditions, the increase of the resilience index after reinforcement is more than 10%, which meets the initial design requirements. Taking RCF 3-5 as an example, the MCE level resilience index after reinforcement under two recovery forms is 0.8996 and 0.8148 respectively, and the MCE level resilience index before reinforcement is 0.8196 and 0.6682 respectively. This also verifies the effectiveness and accuracy of the performance-based reinforcement design method of existing buildings based on resilience target proposed in the application.

[0171] The embodiment of the application further provides a three-stage reinforcement design device for a building structure, as shown in the drawings. Figure 9 The three-stage reinforcement design device for the building structure comprises:

[0172] A first demand conversion module 901 is configured to convert a toughness demand of the building structure into a displacement demand, and comprises:

[0173] determining earthquake intensity, limit state and performance grouping, and generating IM a a structure model before reinforcement under a level and ground motion; wherein IM a an earthquake intensity index representing an a intensity level;

[0174] carrying out dynamic time history analysis to obtain engineering demand parameters of the structure before reinforcement, and then carrying out seismic vulnerability analysis and limit state analysis of the structure before reinforcement;

[0175] calculating loss ratio and recovery duration under the condition of the fortification earthquake and the rare earthquake before reinforcement, and calculating recovery function and toughness index under the condition of the fortification earthquake and the rare earthquake before reinforcement;

[0176] calculating target toughness index under the condition of the fortification earthquake and the rare earthquake after reinforcement, and solving regression coefficients in the relationship between displacement and strength after reinforcement by simultaneously solving equation sets;

[0177] calculating target median displacement under the condition of the fortification earthquake and the rare earthquake after reinforcement S d|IM ;

[0178] A second demand conversion module 902 is configured to convert the displacement demand into a resistance demand, and comprises:

[0179] based on S d|IM and the first modal vector of the building structure, calculating the top layer displacement of the structure;

[0180] converting the top layer displacement of the structure into target spectral displacement S d-tar of a single degree of freedom system;

[0181] based on the relationship between the spectral displacement S d and the period T , calculating the target period T -tar of the structure;

[0182] based on the relationship between the stiffness K and the period T , calculating the target stiffness K -tar;

[0183] Calculate the target base shear force of the reinforced structure V d and the target base shear force V d This is converted into lateral forces on each floor. F i ;

[0184] Calculate the inter-story shear force for each floor. V i ;

[0185] Based on the stiffness distribution method, the inter-story shear force is obtained V i Displacement is allocated to each component between floors to transform displacement requirements into resistance requirements; wherein, the components include existing structures and reinforcing components;

[0186] Feature design module 903 is configured to perform feature design of reinforced components, including:

[0187] Based on the determined resistance requirements, and while meeting the requirements of seismic design codes, design the information and dimensions of the reinforcement components;

[0188] Design the connectors between the various reinforcement components;

[0189] Design the connection between the reinforcement components and the existing structure;

[0190] Establish a model of the reinforced structural system and conduct performance verification under design earthquake and rare earthquake conditions. If the performance verification meets the requirements, the design is completed. If the performance verification does not meet the requirements, the information and dimensions of the reinforced components are redesigned.

[0191] This application provides an electronic device. The electronic device may include a processor and a memory, wherein the processor and the memory can communicate; exemplarily, the processor and the memory communicate via a communication bus.

[0192] The processor executes computer execution instructions stored in memory, causing the processor to perform the scheme in the above embodiments. The processor can be a general-purpose processor, including a central processing unit (CPU), a network processor (NP), etc.; it can also be a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, or discrete hardware components.

[0193] The communication bus can be a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus, etc. The system bus can be divided into an address bus, a data bus, a control bus, etc. The transceiver is used to realize the communication between the database access device and other computers (such as clients, read-write libraries and read-only libraries). The memory can include random access memory (RAM) and can also include non-volatile memory.

[0194] The electronic device provided by the embodiment of the present application can be the terminal device of the above embodiment.

[0195] The embodiment of the present application further provides a computer readable storage medium, which stores computer instructions, and when the computer instructions are run on a computer, the computer executes the technical scheme of the three-stage reinforcement design method of the building structure of the above embodiment.

[0196] The embodiment of the present application further provides a computer program product, which includes a computer program stored in a computer readable storage medium, at least one processor can read the computer program from the computer readable storage medium, and when the at least one processor executes the computer program, the technical scheme of the three-stage reinforcement design method of the building structure in the above embodiment can be implemented.

[0197] In several embodiments provided in the present application, it should be understood that the disclosed devices and methods can be implemented in other ways. For example, the device embodiments described above are only schematic, for example, the division of the modules is only a logical function division, and actual implementation can have another division manner, for example, a plurality of modules can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the coupling or direct coupling or communication connection between the displayed or discussed modules can be indirect coupling or communication connection through some interfaces, devices or modules, and can be electrical, mechanical or other forms.

[0198] The modules described as separate components can or can not be physically separated, and the components displayed as modules can or can not be physical units, that is, they can be located in one place, or can be distributed on a plurality of network units. According to actual needs, some or all of the modules can be selected to implement the embodiment scheme.

[0199] In addition, each functional module in each embodiment of the present application can be integrated in one processing unit, or each module can be physically present alone, or two or more modules can be integrated in one unit. The above-mentioned modules can be realized in the form of hardware or in the form of hardware plus software function modules.

[0200] The integrated modules realized in the form of software function modules can be stored in a computer readable storage medium. The software function modules are stored in a storage medium, including a plurality of instructions for causing a computer device (which can be a personal computer, a server, or a network device, etc.) or a processor to execute part of the steps of the method of each embodiment of the present application.

[0201] It should be understood that the above-mentioned processor can be a central processing unit (CPU), and can also be other general-purpose processors, digital signal processors (DSP), application specific integrated circuits (ASIC), etc. The general-purpose processor can be a microprocessor, or the processor can also be any conventional processor, etc. The steps of the method disclosed in the application can be directly embodied as hardware processor execution, or executed by a combination of hardware and software modules in the processor.

[0202] The memory can include a high-speed RAM memory, and can also include a non-volatile storage NVM, for example at least one disk memory, and can also be a U disk, a mobile hard disk, a read-only memory, a magnetic disk or an optical disk, etc.

[0203] The bus can be an industry standard architecture (ISA) bus, a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus, etc. The bus can be divided into an address bus, a data bus, a control bus, etc.

[0204] The aforementioned storage medium can be realized by any type of volatile or nonvolatile storage devices or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic storage, flash memory, magnetic disk or optical disk. The storage medium can be any available medium that can be accessed by a general or special purpose computer.

[0205] An exemplary storage medium is coupled to the processor so that the processor can read information from, and write information to, the storage medium. Of course, the storage medium can be a part of the processor. The processor and the storage medium can be located in an application specific integrated circuit (ASIC). Of course, the processor and the storage medium can exist as discrete components in the electrical control unit or the host device.

[0206] Those of ordinary skill in the art can understand that all or part of the steps of the above-mentioned method embodiments can be completed by relevant hardware instructed by programs. The aforementioned programs can be stored in a computer readable storage medium. When the programs are executed, the steps of the above-mentioned method embodiments are executed; and the aforementioned storage medium includes various storage media that can store program codes, such as ROM, RAM, magnetic disk or optical disk.

[0207] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present application, and not to limit the same; although the present application has been described in detail with reference to the above embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions recorded in the above embodiments, or make equivalent replacements for part or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present application.

Claims

1. A three-stage strengthening design method for a building structure, characterized by, The method comprises: Converting the toughness requirement of the building structure into displacement requirement, comprising: determining seismic intensity, limit states and performance groups, and generating IM a a structural model before reinforcement and ground motion; wherein, IM a an intensity measure representing the a th intensity level of ground motion. Performing dynamic time history analysis to obtain the engineering demand parameter of the structure before reinforcement, and then performing seismic vulnerability analysis and damage state analysis of the structure before reinforcement; Calculating the loss ratio and recovery duration under the fortification earthquake and rare earthquake conditions before reinforcement, and calculating the recovery function and toughness index under the fortification earthquake and rare earthquake conditions before reinforcement; Calculating the target toughness index under the fortification earthquake and rare earthquake conditions after reinforcement, and solving the regression coefficient in the displacement-strength relationship after reinforcement by simultaneous equations; Computing median target displacements under the post-strengthening design earthquake and rare earthquake conditions S d|IM ; Converting the displacement requirement into resistance requirement, comprising: based on S d|IM and the first modal vector of the building structure, calculate the displacement of the top layer of the structure; Converting structural roof displacements to target spectral displacements of a single degree of freedom system S d-tar ; Based on spectral shift S d In relation to the period T of the structure, the target period of the structure is calculated T -tar ; Based on the stiffness K relationship with the period T of the structure, the target stiffness of the structure is calculated K -tar ; calculating a target base shear of the reinforced structure V d and converting the target base shear V d to lateral forces for each floor F i ; calculating the inter-story shear force for each floor V i ; Based on the stiffness distribution method, the obtained interlayer shear force V i is distributed to each member in the interlayer to convert the displacement demand into the resistance demand; wherein the member includes both the existing structure and the reinforcing member; Characteristic design of the reinforcing member, comprising: Designing the information and size of the reinforcing member based on the determined resistance requirement, under the condition of meeting the requirements of the seismic design code; Designing the connecting piece between each reinforcing member; Designing the connecting piece between the reinforcing member and the existing structure; Establishing the model of the structure system after reinforcement, and performing performance verification under the fortification earthquake and rare earthquake conditions, if the performance verification meets the requirements, the design is completed, if the performance verification does not meet the requirements, the information and size of the reinforcing member are redesigned; The calculation formula of the displacement of the top layer of the structure is: （9） wherein, u r denotes the top floor displacement, h i denotes the floor height of the i floor, N denotes the total number of floors, ϕ i and denote the first mode shape modal parameter of the i floor and the i -1 floor, respectively, ϕ r denotes the first mode shape modal parameter of the top floor, IM denotes the seismic intensity level, a and b denote the regression coefficients; Converting structural roof displacements to target spectral displacements of a single degree of freedom system S d-tar The formula for calculating is: （10） Wherein, Γ represents the modal participation coefficient, The expression of the modal participation coefficient is shown in formula (11): （11） wherein m i for the first i the quality of the structure of the layer.

2. The architectural structural three-stage reinforcement design method according to claim 1, wherein, The calculation formula of the toughness index is: （1） wherein, t 0E denotes the time of the event occurrence, T LC denotes the duration of the resilience assessment, Q t represents a functional function consisting of a loss function L IM and a recovery function f rec , R denotes the resilience indicator, t denotes the time;​​ The calculation formula of the formula (1) is: Q t The calculation formula of the formula (1) is:​ （2） where H(·) denotes the Heaviside step function, f rec ( t, t 0E , T RE ) denotes the recovery function, L ( IM ) denotes the initial loss ratio at a seismic intensity level IM , F [ L ( IM )] denotes the functional form of the initial loss ratio, H ( t - t 0E ) denotes the value of the Heaviside step function at the time t - t 0E , H ( t -( t 0E +T RE )) denotes the value of the Heaviside step function at the time t -( t 0E + T RE , T RE denotes the recovery duration; The calculation of the formula (1) is shown in the formula (2): T RE and L The calculation of the formula (1) is shown in the formula (2): IM ) is shown in the formula (3) and (4): （3） （4） wherein, T RE−k denotes the initial loss ratio of the limit state k , L k denotes the initial loss ratio of the limit state k , m denotes the total number of limit states, DM denotes the limit state indicator, dm k denotes the sign of the k th limit state, k denotes the limit state, k = 0 denotes no damage, k = m denotes complete damage; P ( DM = dm k | IM This indicates that the structure is at the IM level of the earthquake intensity level. k The probability of each limiting state is expressed as shown in formula (5): （5） wherein, D represents the structural demand, d k represents the structural capacity in the k first limit state, d k+1 represents the structural capacity in the k +1 limit state, represents the fragility curve beyond the k first limit state, represents the fragility curve beyond the k+ +1 limit state; The expression is shown in equation (6): （6） wherein, β d|IM denotes the logarithmic standard deviation of the structural demand at the seismic intensity level IM, a and b denotes the regression coefficient, Φ [ a , b , IM , d k ] denotes the seismic vulnerability, Φ denotes the standard normal distribution function.

3. The architectural structural three-stage reinforcement design method according to claim 2, wherein, The regression coefficients are calculated by the following formula a and b : （7） wherein, R DBE and R MCE are the target resilience indices under the fortification earthquake and the rare earthquake level, respectively, T RE−DBE and T RE−MCE are the recovery times under the fortification earthquake and the rare earthquake level, respectively, L IM−DBE and L IM−MCE are the initial loss ratios under the fortification earthquake and the rare earthquake level, respectively, solve is the solution sign, F is the universal writing of the function; Based on the determined regression coefficients, the median value of the target displacement is calculated by the following equation S d|IM : （8）。 4. The architectural structural three-stage reinforcement design method according to claim 1, wherein, Based on the stiffness K In relation to the period T The target stiffness of the structure is calculated by the following equation K -tar : （12） wherein, M e is the equivalent structural mass, τ is the mass amplification factor of the added member after reinforcement, m i is the structural mass of the first i floor, α is the modal mass factor, N denotes the total number of floors, T tar is the target period; The calculation formula of the modal mass coefficient is: （13） wherein ϕ i representing the first i order mode shape modal parameters of the layer.

5. The architectural structural three-stage strengthening design method according to claim 4, characterized in that, The target base shear is calculated by the following equation V d and the lateral force of each floor F i : （14） （15）。 6. A three-stage reinforcement design device for building structures, characterized in that, The device is used to realize the method in any one of claims 1 to 5, comprising: The first requirement conversion module is configured to convert the toughness requirement of the building structure into displacement requirement, comprising: determining seismic intensity, limit states and performance groups, and generating IM a a structural model before reinforcement and ground motion; wherein, IM a an intensity measure representing the a th intensity level of ground motion. Performing dynamic time history analysis to obtain the engineering demand parameter of the structure before reinforcement, and then performing seismic vulnerability analysis and limit state analysis of the structure before reinforcement; Calculating the loss ratio and recovery duration under the fortification earthquake and rare earthquake conditions before reinforcement, and calculating the recovery function and toughness index under the fortification earthquake and rare earthquake conditions before reinforcement; Calculating the target toughness index under the fortification earthquake and rare earthquake conditions after reinforcement, and solving the regression coefficient in the displacement-strength relationship after reinforcement by simultaneous equations; Computing median target displacements under the post-strengthening design earthquake and rare earthquake conditions S d|IM ; The second requirement conversion module is configured to convert the displacement requirement into resistance requirement, comprising: based on S d|IM and the first modal vector of the building structure, calculate the displacement of the top layer of the structure; Converting structural roof displacements to target spectral displacements of a single degree of freedom system S d-tar ; Based on spectral shift S d In relation to the period T of the structure, the target period of the structure is calculated T -tar ; Based on the stiffness K relationship with the period T of the structure, the target stiffness of the structure is calculated K -tar ; calculating a target base shear of the reinforced structure V d and converting the target base shear V d to lateral forces for each floor F i ; calculating the inter-story shear force for each floor V i ; Based on the stiffness distribution method, the obtained interlayer shear force V i is distributed to each member in the interlayer to convert the displacement demand into the resistance demand; wherein the member includes both the existing structure and the reinforcing member; The characteristic design module is configured to perform characteristic design of the reinforcing member, comprising: Designing the information and size of the reinforcing member based on the determined resistance requirement, under the condition of meeting the requirements of the seismic design code; Designing the connecting piece between each reinforcing member; Designing the connecting piece between the reinforcing member and the existing structure; Establishing the model of the structure system after reinforcement, and performing performance verification under the fortification earthquake and rare earthquake conditions, if the performance verification meets the requirements, the design is completed, if the performance verification does not meet the requirements, the information and size of the reinforcing member are redesigned.

7. An electronic device, comprising: Comprise: A processor, and a memory connected with the processor in communication; The memory stores computer execution instructions; The processor executes computer-executed instructions stored in the memory to implement the building structure three-stage reinforcement design method according to any one of claims 1-5.

8. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores computer-executed instructions, and the computer-executed instructions are executed by the processor to implement the building structure three-stage reinforcement design method according to any one of claims 1-5.

Images