Energy-based design method for seismic design of reinforced concrete frame structures with energy dissipation devices

Abstract

The present application relates to the field of building, in particular to a kind of steel reinforced concrete frame structure based on energy's energy dissipation seismic design method, comprising the following steps: S1, the actual energy damage index λ of structure is calculated, the actual energy damage index λ of structure is compared with the target energy damage index I of structure;When λ>I, the energy dissipation capacity of structure cannot meet performance target, need to supplement damper, enter step S2;When λ<I, the energy dissipation capacity of structure can meet performance target, need not increase damper;S2, the total hysteretic energy E of damper is calculated HD , it is distributed to each floor according to demand, the hysteretic energy E required to be provided by each layer all damper Hi ;S3, the hysteretic energy E of single damper is calculated HD,i , according to the hysteretic energy E required to be provided by each layer all damper Hi , the number of each layer damper arrangement is obtained.The present application obtains the minimum arrangement number of energy dissipation damper of each layer of building by calculation when meeting design seismic target, and the energy dissipation seismic cost of building is greatly reduced.

Description

Technical Field

[0001] This invention relates to the field of construction, specifically to an energy-based energy dissipation and vibration reduction design method for reinforced concrete frame structures. Background Technology

[0002] Under earthquake loading, the total energy input to a structure is partially dissipated through the structure's own damping. The remaining energy is partly stored within the structure as kinetic and elastic strain energy, and partly dissipated through the plastic hysteresis of structural members. Hysteresis dissipation is the cause of structural damage. Traditional reinforced concrete seismic-resistant structures adopt a "hard resistance" approach, relying on their own strength to resist seismic forces. This method primarily aims to protect lives and achieve "no collapse under major earthquakes." However, relying on the plastic deformation of the structure's own load-bearing members to dissipate seismic energy leads to damage and residual deformation of structural members, making the structure unrepairable and requiring demolition and reconstruction after an earthquake, resulting in significant economic losses.

[0003] To address this issue, dampers can be added to seismically resistant structures. These dampers enhance the structure's energy dissipation capacity under strong earthquakes, reducing plastic damage to structural components. After an earthquake, only the energy-dissipating dampers need to be inspected and replaced as needed, allowing the structure to continue normal use after simple repairs, achieving the performance goal of "repairable even after a major earthquake." An earthquake's effect on a structure is a process of energy transfer, transformation, and dissipation. For a given structure, the energy input from an earthquake is a stable quantity, representing the total demand indicator of the structure's seismic resistance. The goal of energy-based seismic design is to ensure that the structure's total energy dissipation capacity exceeds the earthquake input energy. Therefore, compared to traditional load-bearing capacity-based and displacement-based seismic design methods, energy-based seismic design more comprehensively reflects the essence of structural seismic resistance. Existing seismic design methods, such as those described in publication number "CN103161347A", can assess whether the overall seismic design of energy dissipation and damping structures meets the requirements under the design seismic intensity level. However, during actual earthquakes, the energy consumption demand of each floor of a building varies. Existing design methods cannot calculate the minimum number of energy dissipation dampers to be arranged on each floor. They can only meet the seismic design requirements by continuously adding energy dissipation dampers, which results in high energy dissipation and damping costs. Therefore, this problem urgently needs to be solved. Summary of the Invention

[0004] To avoid and overcome the technical problems existing in the prior art, this invention provides an energy-based energy dissipation and vibration reduction design method for reinforced concrete frame structures. This invention calculates the minimum number of energy-dissipating dampers required per floor of the building to meet the design seismic resistance targets, significantly reducing the energy dissipation and vibration reduction costs of the building.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] An energy-based seismic energy dissipation design method for a reinforced concrete frame structure, comprising the following steps:

[0007] S1. Calculate the actual energy damage index λ of the structure, and compare the actual energy damage index λ of the structure with the target energy damage index I of the structure;

[0008] When λ > I, the energy dissipation capacity of the structure cannot meet the performance target, and dampers need to be added, and enter step S2;

[0009] When λ < I, the energy dissipation capacity of the structure can meet the performance target, and there is no need to add dampers;

[0010] S2. Calculate the total hysteretic energy dissipation E of the damper HD , distribute it to each floor according to the demand, and calculate the hysteretic energy dissipation E Hi required to be provided by all dampers on each floor;

[0011] S3. Calculate the hysteretic energy dissipation E HD,i of a single damper, and based on the hysteretic energy dissipation E Hi required to be provided by all dampers on each floor, obtain the number of dampers arranged on each floor.

[0012] As a further solution of the present invention: In step S2:

[0013] E HD = E' c - E C

[0014] E' c = E H / I

[0015] where E' c is the energy dissipation capacity of the structure after adding dampers;

[0016] E C is the energy dissipation capacity of the structure without adding dampers;

[0017] E H is the cumulative hysteretic energy dissipation demand of the structure.

[0018] As a further solution of the present invention: The cumulative hysteretic energy dissipation demand E H of the structure is calculated through the following steps:

[0019] S21. Equivalent the multi-degree-of-freedom system of the structure to a single-degree-of-freedom system, and calculate the seismic input energy E I,SDOF of the single-degree-of-freedom system:

[0020]

[0021] where M eThe equivalent mass of a single-degree-of-freedom system;

[0022] V e The equivalent velocity for a single-degree-of-freedom system;

[0023] N is the total number of layers in the structure;

[0024] i represents the i-th layer of the structure;

[0025] m i Let the mass of the multi-degree-of-freedom system be the mass of the i-th layer.

[0026] Let be the amplitude of the multi-degree-of-freedom system in the i-th layer;

[0027] S22. Calculate the seismic input energy E of a multi-degree-of-freedom system. I,MDOF :

[0028]

[0029] Among them, C m Both η and η are correction coefficients;

[0030] S23. Based on the seismic input energy E of the multi-degree-of-freedom system I,MDOF The cumulative hysteresis energy demand E of the computing structure H :

[0031]

[0032] Where ξ is the proportionality coefficient.

[0033] As a further aspect of the present invention: the hysteresis energy E required by all dampers in each layer Hi for:

[0034]

[0035]

[0036] Among them, E pi Let i be the plastic deformation energy of the i-th layer of the structure;

[0037] F yi Let be the yield bearing capacity of the i-th layer of the structure;

[0038] F pi This represents the ultimate bearing capacity of the i-th layer of the structure.

[0039] θ yi Let be the yield displacement angle of the i-th layer of the structure;

[0040] θ pi Let be the limit displacement angle of the i-th layer of the structure;

[0041] h i Let be the height of the i-th layer of the structure.

[0042] As a further aspect of the present invention: in step S3, the hysteresis energy dissipation E of a single damper HD,i for:

[0043] E HD,i =γE pD,i

[0044] Where γ represents the energy correction coefficient;

[0045] E pD,i This represents the plastic deformation energy of a single damper.

[0046] As a further aspect of the present invention: when the damper is a friction damper, E pD,i for:

[0047] E pD,i =4f y d u

[0048] When the damper is a metal damper, E pD,i for:

[0049] E pD,i =4(d) u -d y )[aKd y -f y ]

[0050] Among them, f y This represents the yield strength of the damper.

[0051] d y This represents the yield displacement of the damper;

[0052] d u This represents the ultimate displacement of the damper;

[0053] K is the initial stiffness of the metal damper;

[0054] 'a' represents the ratio of the post-yield stiffness to the initial stiffness of the metal damper.

[0055] As a further aspect of the present invention: the target energy damage index I is:

[0056]

[0057] Among them, E i For the plastic energy dissipation of the structure at different damage levels;

[0058] E C This represents the energy dissipation capacity of the structure at its ultimate collapse displacement angle.

[0059] As a further aspect of the present invention: the cumulative hysteresis energy dissipation corresponding to 1 / 50 of the inter-story drift angle is E. C The target energy damage index I is set to 0.2. At this time, the performance target corresponding to the target energy damage index I is that the structure can be repaired.

[0060] An electronic device is characterized by comprising a processor, an input device, an output device, and a memory, wherein the processor, the input device, the output device, and the memory are connected in sequence, the memory is used to store a computer program, the computer program includes program instructions, and the processor is configured to call the program instructions to execute the energy dissipation and vibration reduction design method for a reinforced concrete frame structure.

[0061] A readable storage medium storing a computer program, the computer program including program instructions that, when executed by a processor, cause the processor to perform the energy-based vibration reduction design method for a reinforced concrete frame structure.

[0062] Compared with the prior art, the beneficial effects of the present invention are:

[0063] 1. This invention can calculate the minimum number of energy-dissipating dampers per floor of a building to meet the design seismic resistance target, which greatly reduces the energy dissipation and vibration reduction cost of the building, improves the total energy dissipation capacity of the structure, and controls the damage state of the structure from an energy perspective. Compared with traditional seismic design methods, it can more comprehensively reflect the essence of the seismic resistance of the structure.

[0064] 2. This invention improves the energy dissipation capacity of the main structure under seismic action by calculating the energy demand and energy dissipation capacity of the main structure, and analyzes the design parameters and number of dampers that need to be installed, thereby achieving the performance goal of post-earthquake repairability of the structure. Attached Figure Description

[0065] Figure 1 This is a flowchart illustrating the process design of the present invention. Detailed Implementation

[0066] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0067] Please see Figure 1 In this embodiment of the invention, an energy dissipation and vibration reduction design method for reinforced concrete frame structures includes the following steps:

[0068] S1. Calculate the actual energy damage index λ of the structure, and compare the actual energy damage index λ of the structure with the target energy damage index I of the structure;

[0069] The target energy damage index I is:

[0070]

[0071] Where, E i is the plastic energy dissipation of the structure at different damage levels;

[0072] E C is the energy dissipation capacity of the structure at the collapse ultimate displacement angle; In this invention, the cumulative hysteretic energy dissipation corresponding to the inter-story displacement angle of 1 / 50 is taken as E C .

[0073] λ = E H / E C

[0074] Where, E H is the cumulative hysteretic energy dissipation demand of the structure;

[0075] E C is the energy dissipation capacity of the structure without adding dampers; The energy dissipation capacity is obtained by establishing a calculation model through finite element software and performing incremental dynamic analysis.

[0076] In this invention, the target energy damage indexes corresponding to different damage levels are shown in Table 1 below:

[0077] Table 1

[0078]

[0079] When λ > I, the energy dissipation capacity of the structure cannot meet the performance target, and energy dissipation dampers need to be supplemented, and enter step S2;

[0080] When λ < I, the energy dissipation capacity of the structure can meet the performance target, and there is no need to add dampers, and the design process ends.

[0081] S2. Calculate the total hysteretic energy dissipation E HD of the damper, distribute it to each floor according to the demand, and calculate the hysteretic energy dissipation E Hi required to be provided by all dampers on each floor;

[0082] E[[ID=6​​​​​​​​​​​​​​c Energy dissipation capacity after adding dampers to the structure;

[0085] E H Calculate using the following steps:

[0086] S21. Equivalent the multi-degree-of-freedom system of the structure to a single-degree-of-freedom system, and calculate the seismic input energy E of the single-degree-of-freedom system. I,SDOF ;

[0087] Modal analysis of the structure can yield the fundamental vibration modes, allowing for the calculation of the period T and equivalent mass M of the equivalent single-degree-of-freedom system. e ;

[0088]

[0089]

[0090] S d For the spectral shift of a single-degree-of-freedom system;

[0091] S a For the spectral acceleration of a single-degree-of-freedom system;

[0092] N is the total number of layers in the structure;

[0093] i represents the i-th layer of the structure;

[0094] m i Let the mass of the multi-degree-of-freedom system be the mass of the i-th layer.

[0095] Let be the amplitude of the multi-degree-of-freedom system in the i-th layer;

[0096]

[0097] Among them, V e The equivalent velocity of a single-degree-of-freedom system can be determined based on the system's period T and its equivalent velocity spectrum V. E Calculated.

[0098] S22. Calculate the seismic input energy E of a multi-degree-of-freedom system. I,MDOF The seismic input energy of a multi-degree-of-freedom system can be approximated by multiplying the seismic input energy of a single-degree-of-freedom system by a scaling factor:

[0099]

[0100] Among them, C m Both η and η are correction coefficients; in the preferred embodiment, η = 0.05; when the structure is a shear-type structure, C m =1.3; When the structure is a curved structure, Cm =1.2; When the structure is a bending-shear type structure, C m =1.1.

[0101] S23. Based on the seismic input energy E of the multi-degree-of-freedom system I,MDOF The cumulative hysteresis energy demand E of the computing structure H .

[0102] E H =κE I,MDOF

[0103]

[0104] Where κ is the cumulative hysteresis energy demand E of the structure. H Seismic input energy E of multi-degree-of-freedom system I,MDOF The proportion;

[0105] ξ is a proportionality coefficient, and its preferred value is ξ = 0.05;

[0106] The hysteresis energy E required for all dampers in each layer Hi for:

[0107]

[0108]

[0109] Among them, E pi Let i be the plastic deformation energy of the i-th layer of the structure;

[0110] F yi Let be the yield bearing capacity of the i-th layer of the structure;

[0111] F pi This represents the ultimate bearing capacity of the i-th layer of the structure.

[0112] θ yi Let be the yield displacement angle of the i-th layer of the structure;

[0113] θ pi Let be the limit displacement angle of the i-th layer of the structure;

[0114] h i Let be the height of the i-th layer of the structure.

[0115] S3. Calculate the hysteresis energy dissipation E of a single damper. HD,i Based on the hysteresis energy E required by all dampers in each layer Hi This allows us to determine the number of dampers installed on each floor.

[0116] E HD,i =γE pD,i

[0117] Wherein, γ represents the energy correction coefficient, and its preferred value is 2.7;

[0118] E pD,i This represents the plastic deformation energy of a single damper.

[0119] The damper can be a metal damper or a friction damper.

[0120] When the damper is a friction damper, E pD,i for:

[0121] E pD,i =4f y d u

[0122] When the damper is a metal damper, E pD,i for:

[0123] E pD,i =4(d) u -d y )[aKd y -f y ]

[0124] Among them, f y This represents the yield strength of the damper.

[0125] d y This represents the yield displacement of the damper;

[0126] d u This represents the ultimate displacement of the damper;

[0127] K is the initial stiffness of the metal damper;

[0128] 'a' represents the ratio of the post-yield stiffness to the initial stiffness of the metal damper.

[0129] Taking an 8-story reinforced concrete frame structure as an example, this structure is as follows: Figure 1 As shown, the structure was designed using the method of this invention. The seismic fortification intensity is 8 degrees, the design earthquake group is Group 1, the design basic seismic acceleration is 0.2g, and the site category is Class II. The first floor has a height of 4.2m, the second floor has a height of 3.9m, and all other floors have a height of 3.6m.

[0130] Energy dissipation and vibration reduction design were carried out on the structure. First, the performance target for the structure under rare earthquakes was set as "repairable," with an energy performance index I of 0.2. Then, a computational model was established in finite element software, and modal analysis was performed to obtain the basic vibration modes of the structure. The calculated period of the equivalent single-degree-of-freedom system was 1.0 s, and the equivalent mass was 4366 t.

[0131] The seismic input energy E of the equivalent single-degree-of-freedom system is then calculated. I,SDOFThe seismic input energy E of the multi-degree-of-freedom system is 1993 kN·m. I,MDOF The cumulative hysteresis energy demand of the structure is 2721 kN·m. H It is 1470 kN·m.

[0132] IDA analysis using the finite element model yielded the cumulative hysteretic energy dissipation E corresponding to the 8-story reinforced concrete frame at the collapse limit of 1 / 50 of the inter-story drift angle. C The value is 5030 kN·m. Calculate λ = E. H / E C =0.292, which does not meet the requirements; a damper needs to be added. The energy dissipation capacity of the damping structure after adding the damper should be E H / E' C =0.2, so E' C =7350kN·m, total hysteresis energy dissipation of the damper E HD It is 2320 kN·m.

[0133] Calculate the hysteresis energy E required to supply all dampers in each layer. Hi The calculation results are shown in Table 2 below.

[0134] Table 2

[0135]

[0136] Friction dampers are selected as the energy dissipation devices for this structure. The plastic deformation energy E of a single damper is calculated. pD,i The yield bearing capacity f of the damper is designed based on experience. y The damper has a rated capacity of 20 kN, and its ultimate displacement is taken as 1 / 50 of the story height. Therefore, the hysteretic energy dissipation E that a single damper can provide is... HD,i The calculated value is 16.7 kN·m. Then, the number of dampers to be installed on each floor is calculated, and the design is complete.

[0137] The basic principles of this application have been described above with reference to specific embodiments. However, it should be noted that the advantages, benefits, and effects mentioned in this application are merely examples and not limitations, and should not be considered as essential features of each embodiment of this application. Furthermore, the specific details disclosed above are for illustrative and facilitative purposes only, and are not limitations. These details do not limit the application to the necessity of employing the aforementioned specific details for implementation.

[0138] The block diagrams of devices, apparatuses, devices, and systems involved in this application are merely illustrative examples and are not intended to require or imply that they must be connected, arranged, or configured in the manner shown in the block diagrams. As those skilled in the art will recognize, these devices, apparatuses, devices, and systems can be connected, arranged, and configured in any manner. Words such as “comprising,” “including,” “having,” etc., are open-ended terms meaning “including but not limited to,” and are used interchangeably with them. The terms “or” and “and” as used herein refer to the terms “and / or,” and are used interchangeably with them unless the context clearly indicates otherwise. The term “such as” as used herein refers to the phrase “such as but not limited to,” and is used interchangeably with it.

Claims

1. An energy-based vibration reduction design method for reinforced concrete frame structures, characterized in that, Includes the following steps: S1, Calculate the actual energy damage index of the structure. λ The actual energy damage index of the structure λ Target energy damage index of the structure I For comparison; Actual energy damage index λ for: λ = E H / E C in, E H The cumulative hysteresis energy demand of the structure; E C Energy dissipation capacity of the structure at the ultimate collapse displacement angle when no dampers are added; Target energy damage index I for: in, E i For the plastic energy dissipation of the structure at different damage levels; E C Energy dissipation capacity of the structure at the ultimate collapse displacement angle when no dampers are added; when λ > I If the energy dissipation capacity of the structure cannot meet the performance target, a damper needs to be added, and the process proceeds to step S2. when λ < I At this time, the energy dissipation capacity of the structure can meet the performance target, and there is no need to add a damper; S2, Calculate the total hysteresis energy dissipation of the damper. E HD Allocate them to each floor according to demand, and calculate the number of floors. i Hysteresis energy required by all dampers in the layer ; in, Energy dissipation capacity after adding dampers to the structure; E C Energy dissipation capacity of the structure at the ultimate collapse displacement angle when no dampers are added; E H The cumulative hysteresis energy demand of the structure; No. i Hysteresis energy required by all dampers in the layer for: in, E pi For the structure of the first i Plastic deformation energy of the layer; F yi For the structure of the first i The yield bearing capacity of the layer; F pi For the structure of the first i The ultimate bearing capacity of the layer; θ yi For the structure of the first i The yield displacement angle of the layer; θ pi For the structure of the first i The ultimate displacement angle of the layer; h i For the structure of the first i The height of the floor; N The total number of layers in the structure; S3. Calculate the hysteresis energy dissipation of a single damper. E HD,i According to the i Hysteresis energy required by all dampers in the layer This allows us to determine the number of dampers installed on each floor.

2. The energy dissipation and vibration reduction design method for reinforced concrete frame structures according to claim 1, characterized in that, The cumulative hysteresis energy demand of the structure E H Calculate using the following steps: S21. Equivalent the multi-degree-of-freedom system of the structure to a single-degree-of-freedom system, and calculate the seismic input energy of the single-degree-of-freedom system. E I,SDOF : in, M e The equivalent mass of a single-degree-of-freedom system; V e The equivalent velocity for a single-degree-of-freedom system; N The total number of layers in the structure; i The first part representing the structure i layer; m i For multi-degree-of-freedom systems in the first i The quality of the layer; i For multi-degree-of-freedom systems in the first i The amplitude of the layer; S22. Calculate the seismic input energy of a multi-degree-of-freedom system. E I,MDOF : in, C m and η All are correction factors; S23. Based on the seismic input energy of a multi-degree-of-freedom system E I,MDOF Cumulative hysteresis energy demand of computing structures E H : in, ξ This is the proportionality coefficient.

3. A method for energy dissipation and vibration reduction design of reinforced concrete frame structures according to claim 1 or 2, characterized in that, In step S3, the hysteresis energy dissipation of a single damper E HD,i for: in, γ Indicates the energy correction factor; E pD,i This represents the plastic deformation energy of a single damper.

4. The energy dissipation and vibration reduction design method for reinforced concrete frame structures according to claim 3, characterized in that, When the damper is a friction damper for: When the damper is a metal damper for: in, f y This represents the yield strength of the damper. d y This represents the yield displacement of the damper; d u This represents the ultimate displacement of the damper; K Let be the initial stiffness of the metal damper; a This is the ratio of the post-yield stiffness to the initial stiffness of the metal damper.

5. The energy dissipation and vibration reduction design method for reinforced concrete frame structures according to claim 1, characterized in that, The cumulative hysteresis energy dissipation corresponding to 1 / 50 of the inter-story drift angle is... E C Target energy damage index I The value is 0.2, representing the target energy damage index. I The corresponding performance objective is that the structure can be repaired.

6. An electronic device, characterized in that, The system includes a processor, an input device, an output device, and a memory, which are connected in sequence. The memory is used to store a computer program, which includes program instructions. The processor is configured to call the program instructions to execute an energy-based vibration reduction design method for reinforced concrete frame structures as described in claim 1 or 2.

7. A readable storage medium, characterized in that, The storage medium stores a computer program, which includes program instructions that, when executed by a processor, cause the processor to perform an energy-based vibration reduction design method for reinforced concrete frame structures as described in claim 1 or 2.

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