Design method of shock-absorbing partition wall with variable friction energy dissipation

Abstract

The design method of a shock-absorbing partition wall with variable friction energy dissipation provided by the present invention comprises the following steps: establishing an empty frame model without considering the lateral stiffness of the partition wall, calculating the inter-layer shear force and inter-layer displacement of the structure under earthquake action; calculating the elastic strain energy of the structure, determining the expected additional damping ratio provided by the shock-absorbing partition wall for the structure; determining the friction damping force-sliding displacement curve of a single group of shock-absorbing partition walls, establishing a relationship between the total friction hysteresis energy dissipation and the friction damping force and target sliding displacement of a single group of shock-absorbing partition walls; comparing the relationship between the calculated additional damping ratio and the expected additional damping ratio, determining the friction damping force requirement of a single group of shock-absorbing partition walls; designing elastic parts; designing shear connectors; and performing damage control verification. The present invention enables the shock-absorbing partition wall with variable friction energy dissipation to be parametrically designed and adjusted according to the design objectives of the structure, so as to achieve a well-regulated design of such shock-absorbing partition walls, and can synergistically improve the seismic toughness of the partition wall and the structure.

Description

Technical Field

[0001] The invention relates to the technical field of shock absorption of building structures, and in particular to a design method of a shock absorption partition wall with variable friction force energy dissipation. Background Art

[0002] Partition walls are widely used in building structures to meet the needs of indoor space separation, thermal insulation and sound insulation. In the design of new buildings and the evaluation of existing buildings, partition walls are considered to be a self-supporting non-structural component that does not participate in the stress of the main structure. However, actual earthquake disaster phenomena and existing research results show that the partition walls and the surrounding main structures have significant synergistic stress and mutual restraint effects. Therefore, partition walls in building structures usually greatly increase the lateral stiffness of the structure, thereby reducing the natural vibration period of the structure, increasing the seismic effects on the structure, and at the same time causing serious damage to the partition walls themselves, which brings difficulties and challenges to rapid post-earthquake repair.

[0003] In the context of structural seismic toughness, a low-damage seismic partition wall technology solution has emerged. Its main technical features are that on the one hand, the force transmission path between the partition wall and the surrounding structure is cut off through flexible connections, releasing the constraint effect and reducing wall damage; on the other hand, energy dissipation and shock absorption technology is introduced into the partition wall by utilizing the interlayer deformation of the structure to achieve the function of dissipating seismic energy. Figure 1 As shown in the figure, the main implementation paths for introducing energy dissipation and vibration reduction technology into partition walls include: Figure 1 (a)), middle ( Figure 1 (b)) or bottom ( Figure 1 (c)) A shock-absorbing layer (or energy-consuming unit) is provided. Patent CN202310941227.5 discloses a technical solution in which a shock-absorbing layer is provided at the bottom of a partition wall, and the partition wall is driven by the top to generate variable friction sliding energy consumption, which has at least the following advantages:

[0004] (1) Compared with the technical solution disclosed in CN201110156375.3 in which a shock-absorbing layer is set in the middle of the partition wall, the technical solution of setting a shock-absorbing layer at the bottom of the partition wall and driving the sliding energy consumption from the top can maximize the sliding displacement of the partition wall under the same inter-layer displacement, thereby increasing the envelope area of ​​the friction damping force-sliding displacement curve of the partition wall and increasing the cumulative energy consumption capacity of the partition wall.

[0005] (2) The installation of a shock-absorbing layer on a partition wall usually means that it will slide and deform along the shock-absorbing layer under the action of an earthquake, which will inevitably cause sliding cracks to appear on the main wall of the partition wall, increasing the cost and time of post-earthquake repair of the building. Installing a shock-absorbing layer at the bottom of the partition wall can better control the sliding cracks below the floor, avoiding obvious damage to the main body of the partition wall, so that after an earthquake, it is usually only necessary to perform a simple repair on the bottom of the partition wall to restore it to its normal use state before the earthquake.

[0006] (3) Patent CN202310941227.5 discloses a kind of shock-absorbing partition wall, whose outstanding technical features and advantages are that it can increase the sliding friction damping force with the increase of earthquake intensity, interlayer displacement and node rotation angle, so it has a certain adaptive energy dissipation function. It should be noted that the technical features described in advantage (3) have a higher energy dissipation level than the previous shock-absorbing partition wall technical solutions (such as using constant friction force energy dissipation or viscoelastic damping layer energy dissipation), so in theory it can provide a certain additional damping for the structure and increase the energy dissipation and shock absorption capacity of the structure.

[0007] Considering that the damping force provided by the shock-absorbing partition wall in the existing technical solutions (such as patents CN201110156375.3, CN201810470671.2, CN201910901409.3, CN202210367123.3, etc.) is usually small, the shock-absorbing partition wall is currently more regarded as a structural measure to improve the structural safety reserve and enhance the seismic toughness of the partition wall, while the shock-absorbing partition wall is rarely regarded as a component that can provide additional damping for the structure, and there is a lack of relevant design methods to match it. However, a technical solution that sets a shock-absorbing layer at the bottom of the partition wall and drives the partition wall to slide and consume energy by variable friction from the top can provide relatively higher friction damping force and larger sliding displacement than the previous solution. Therefore, how to reasonably consider the impact of such shock-absorbing partition walls on the additional damping and seismic design of the structure, and parameterize this impact into a design method for shock-absorbing partition walls has important engineering significance and scientific value. Summary of the invention

[0008] The purpose of the present invention is to overcome the shortcomings of the prior art and provide a design method for a shock-absorbing partition wall with variable friction energy dissipation. While fully considering the impact of the shock-absorbing partition wall on the additional damping and seismic design of the structure, the design method associates the key design parameters of the shock-absorbing partition wall with the above-mentioned impact, so that the shock-absorbing partition wall can be parametrically designed and adjusted according to the expected design goals of the structure, thereby achieving a rule-based design of the shock-absorbing partition wall and synergistically improving the seismic toughness of the partition wall and the structure.

[0009] To achieve the purpose of the present invention, the present invention provides a design method for a vibration-absorbing partition wall with variable friction energy dissipation, comprising the following steps:

[0010] Step 1: Establish an empty frame model without considering the lateral stiffness of the partition wall, and calculate the inter-story shear force and inter-story displacement of the structure under earthquake action;

[0011] Step 2: Calculate the elastic strain energy W of the structure based on the interlayer shear force and interlayer displacement obtained in step 1 e , and determine the expected additional damping ratio ξ provided by the seismic partition wall in the structure a0 ;

[0012] Step 3: According to the friction damping force-sliding displacement curve of a single set of seismic partition walls, establish the total friction hysteresis energy dissipation W of the seismic partition walls in the structure d Friction damping force F with a single set of shock-absorbing partition walls Hu1 、F Hu2 and target sliding displacement Δ H The total friction hysteresis energy W is calculated by the relationship d :

[0013] W d =∑W d,i =∑(2F H0,i +F Hu1,i +F Hu2,i )Δ H,i

[0014] F H0,i =nF H0 F Hu1,i =nF Hu1 F Hu2,i =nF Hu2

[0015] Where W d,i is the total friction hysteresis energy dissipated by all single groups of shock-absorbing partition walls on the i-th floor of the structure; n is the number of shock-absorbing partition walls or shock-absorbing partition wall groups on the i-th floor; Δ H,i is the target sliding displacement of the single group of seismic partition walls at the i-th floor; F H0,i is the total sliding force of all single-group seismic partition walls on the i-th floor; F H0 is the sliding force of the i-th layer of a single group of shock-absorbing partition walls, calculated based on the sliding friction coefficient and the deadweight of the single group of shock-absorbing partition walls; F Hu1,i is the sum of the first friction damping forces of all single-group seismic partition walls on the i-th floor; F Hu1 is the first friction damping force of the corresponding single group of shock-absorbing partition walls; F Hu2,i is the sum of the second friction damping forces of all single-group seismic partition walls on the i-th floor; F Hu2 is the second friction damping force of the corresponding single set of shock-absorbing partition walls.

[0016] Step 4: Solve for the calculated additional damping ratio ξ provided by the seismic partition wall to the structure a , and the additional damping ratio ξ will be calculated a Compared with the expected additional damping ratio ξ a0 By comparing together, if the expected design goal (ξ a ≥ξ a0 ) determines the first friction damping force F of a single set of shock-absorbing partition walls Hu1 and the second friction damping force F Hu2 , otherwise continue to adjust until the expected design goal is met; among them, the calculation of the additional damping ratio ξ a Refer to the following formula to solve:

[0017]

[0018] Step 5: Design the elastic component structure according to the vertical pressure requirement and elastic deformation requirement of the elastic component in a single set of seismic partition walls, where the actual design value of the vertical stiffness of the elastic component is K B,d and elastic deformation demand Δ y The following should be satisfied at the same time:

[0019]

[0020] Where, γ is the design tolerance; K B F is the theoretical required value of vertical stiffness of the elastic member; B is the vertical pressure of the elastic member on the shock-absorbing partition wall, and the basic demand can be determined by step 4; L is the inter-story displacement angle of the outer frame where a single set of seismic isolation walls are located; B is the vertical distance from the pressure point of the elastic member to the center line of the column segment; λ is the difference coefficient between the deformation mechanism of the rigid frame and the deformation mechanism of the actual frame;

[0021] Step 6: According to the first friction damping force F of a single set of shock-absorbing partition walls Hu1 , calculate the shear bearing capacity V at the connection between shear connectors s , and design the connection form and structure between shear connectors;

[0022] Step 7: Perform damage control calculation on the concrete wall panels near the outer reinforcement box at the bottom of the single set of seismic partition walls;

[0023] Step 8: Complete the design of a shock-absorbing partition wall with variable friction energy dissipation.

[0024] Furthermore, the calculation methods of the interlayer shear force and interlayer displacement in step 1 include but are not limited to the bottom shear method, time history analysis method, pushover method, etc.

[0025] Furthermore, the elastic strain energy of the structure in step 2 can be simplified by the following formula:

[0026]

[0027] Where W e,i is the elastic strain energy of the i-th layer of the structure; Q i is the interlayer shear force of the i-th layer of the structure, Δ i is the inter-story displacement of the i-th layer of the structure.

[0028] Furthermore, in step 2, considering that partition walls are one of the most numerous and widely distributed components in a building, the friction damping force required for a single set of shock-absorbing partition walls should not be too high, and the expected energy dissipation and shock reduction goals should be achieved by arranging shock-absorbing partition walls evenly and widely in the structure.

[0029] Furthermore, the expected additional damping ratio ξ provided by the seismic partition wall in step 2 is a0 It can be determined based on the structural interlayer displacement angle.

[0030] Furthermore, the friction damping force-sliding displacement curve of the single set of shock-absorbing partition walls in step 3 is as follows: Figure 2 As shown, the horizontal axis is the sliding displacement Δ of a single group of shock-absorbing partition walls w , the vertical axis is the friction damping force F of a single set of shock-absorbing partition walls H .

[0031] Furthermore, the friction damping force-sliding displacement curve can be determined by connecting 7 characteristic points in sequence, including point 0 and points a to f; point 0 is the coordinate point 0; point a is the characteristic point when a single set of shock-absorbing partition walls just slides after overcoming the maximum static friction force, and the corresponding coordinates are (0, F H0 ), F H0 is the sliding starting force of a single set of shock-absorbing partition walls; the point b is the sliding displacement Δ of a single set of shock-absorbing partition walls from point a to the positive target sliding displacement H The feature points, corresponding to the coordinates are (Δ H ,F Hu1 ), F Hu1 is the friction damping force of a single set of shock-absorbing partition walls in this state; the point c is the displacement of a single set of shock-absorbing partition walls from the positive target sliding displacement Δ H When the point slides back to point 0, the characteristic point of transformation occurs. At this time, the sliding displacement of the partition wall remains unchanged (i.e., Δ w =Δ H ), but the direction and magnitude of the friction damping force change, and the corresponding coordinates are (Δ H ,-F Hu2 ), -F Hu2 is the friction damping force of a single set of shock-absorbing partition walls in this state; the point d is the characteristic point of a single set of shock-absorbing partition walls sliding back from point c to point 0, and the corresponding coordinates are (0, -F H0 ), -F H0 is the friction damping force of a single set of shock-absorbing partition walls in this state; the point e is the sliding displacement of a single set of shock-absorbing partition walls from point d to the negative target sliding displacement -Δ H The feature point of (similar to feature point b, no further description), the corresponding coordinates are (-Δ H ,-F Hu1 ), -F Hu1is the friction damping force of a single set of shock-absorbing partition walls in this state; the point f is the sliding displacement of a single set of shock-absorbing partition walls from negative to target -Δ H The feature point that happens to change when the point slides back to point 0 (similar to feature point c, no further description), the corresponding coordinates are (-Δ H ,F Hu2 ), F Hu2 It is the friction damping force of a single set of shock-absorbing partition walls in this state.

[0032] Furthermore, the F Hu1 and F Hu2 The first friction damping force and the second friction damping force of a single set of shock-absorbing partition walls can be defined respectively.

[0033] Furthermore, based on the assumption that the outer frame of a single set of shock-absorbing partition walls is a rigid body deformation, the first friction damping force F Hu1 and the second friction damping force F Hu2 The calculation method is as follows:

[0034]

[0035]

[0036] κ=μ 1S η1+μ 1S η2+μ 1C η3

[0037] κ'=μ 1S η'1+μ 1S η'2+μ 1C η'3

[0038] In the formula, F B G is the vertical pressure of the elastic member on a single set of shock-absorbing partition walls; w is the total gravity of a single set of shock-absorbing partition walls; μ 1S and μ 1C are the friction coefficients between the outer reinforcement box and the local pad in the lower part of a single set of shock-absorbing partition walls and the friction coefficients between the concrete and the friction shock-absorbing layer; μ 2Sis the friction coefficient between the top sliding driving point of a single group of shock-absorbing partition walls and the horizontal force transmission card; η1 and η2 are the normal pressure distribution coefficients at the two corners of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides from 0 point to the positive (or negative) target sliding displacement, and η3 is the normal pressure distribution coefficient at the middle of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides from 0 point to the positive (or negative) target sliding displacement; η'1 and η'2 are the normal pressure distribution coefficients at the two corners of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides back to 0 point from the positive (or negative) target sliding displacement, and η'3 is the normal pressure distribution coefficient at the middle of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides back to 0 point from the positive (or negative) target sliding displacement; κ is the first friction damping force calculation coefficient, and κ' is the second friction damping force calculation coefficient.

[0039] Furthermore, the first friction damping force F of the single set of shock-absorbing partition walls in step 4 is Hu1 and the second friction damping force F Hu2 The calculation should be adjusted according to the needs; it should be noted that since the inter-layer shear force and inter-layer displacement described in step 2 are obtained based on the empty frame model without considering the contribution of the lateral force of the seismic partition wall, in step 4, the first friction damping force of each layer of seismic partition wall can be superimposed on the corresponding inter-layer shear force of the structure according to the actual project needs, and the additional damping ratio can be recalculated (this can be called the modified additional damping ratio ξ' a ) and the expected additional damping ratio ξ a0 If the requirements are still met, proceed to the next step, otherwise repeat steps 1 to 4 until the expected design goal is met;

[0040] Furthermore, the design of the elastic member described in step 5 should determine the theoretical required value of the vertical stiffness of the elastic member according to the friction damping force of a single group of shock-absorbing partition walls, and should ensure that the elastic deformation requirement of the elastic member is not less than the maximum downward compression deformation of the elastic member;

[0041] Furthermore, the shear bearing capacity V of the connection between the shear connectors in step 6 is s The control target is that the partition boards in a single set of shock-absorbing partition walls do not warp and the partition boards do not slide relative to each other. The shear bearing capacity V s To satisfy

[0042] V s ≥ψV

[0043]

[0044] Where ψ is the shear adjustment coefficient at the connection between single shear connectors; V is the maximum critical shear force (effect) expected to be borne at the connection between shear connectors; h w is the distance from the bottom surface of a single set of shock-absorbing partition walls to the top sliding driving point; μ 2Sb is the friction coefficient between the top sliding driving point of a single set of shock-absorbing partition walls and the horizontal force transmission fixture; w F is the width of a single partition board in a single set of shock-absorbing partition walls; B is the vertical pressure of the elastic member on a single set of shock-absorbing partition walls; x is the distance from the point of action of the concentrated load of the elastic member to the right edge of the first partition wall board; G w1 G is the gravity of the first partition board in a single set of seismic partition walls; w is the total gravity of a single set of shock-absorbing partition walls; μ 1C is the friction coefficient between concrete and friction damping layer; β is the safety reserve coefficient; h1 is the distance from the point of action of the horizontal resistance of the first partition board to the bottom surface of the partition board;

[0045] Furthermore, the damage control calculation method of the seismic partition wall described in step 7 is proposed on the premise that the concrete in the outer reinforced box at the corner of the seismic partition wall will not be damaged before the concrete outside the outer reinforced box. The calculation method is referred to the following formula:

[0046] σ c ≤[αf c ]

[0047]

[0048] In the formula, σ c is the concrete compressive stress near the outer reinforcement box at the bottom of the single set of seismic partition walls; α is the safety factor of the concrete wall panel during damage control calculation; f c μ is the axial compressive strength of the concrete material in the single set of shock-absorbing partition walls; 2S F is the friction coefficient between the top sliding driving point of a single set of shock-absorbing partition walls and the horizontal force transmission fixture; Hu1 is the first friction damping force of a single set of seismic partition walls; ω is the area reduction factor for damage control calculation of concrete wall panels; A c F is the projection area of ​​the outer reinforcement box at the lower part of the shock-absorbing partition wall; B G is the vertical pressure of the elastic member on a single set of shock-absorbing partition walls; w It is the total gravity of a single set of shock-absorbing partition walls.

[0049] Compared with the existing technical solutions, the design method of the shock-absorbing partition wall with variable friction energy dissipation provided by the present invention will further improve and enrich the technical system of shock-absorbing partition walls with such technical characteristics, provide certain reference and technical support for the design method and engineering promotion of shock-absorbing partition walls, and at least achieve the following beneficial effects:

[0050] 1. Clarify the working mechanism of variable friction shock-absorbing partition walls

[0051] Compared with the prior art, the present invention clarifies the force characteristics of the shock-absorbing partition wall with variable friction energy dissipation, and proposes a typical restoring force curve of the shock-absorbing partition wall with variable friction energy dissipation (i.e., the friction damping force-sliding displacement curve, see Figure 2 ), a calculation and prediction method for typical restoring force curves was established, and the working mechanism and energy consumption mechanism of this type of shock-absorbing partition walls were clarified, thereby achieving a coordinated improvement in the damage control capability and additional energy consumption level of the shock-absorbing partition walls, and providing a reference for the parametric design of shock-absorbing partition walls with variable friction energy consumption.

[0052] 2. Synergistically improve the seismic toughness of partition walls and structures

[0053] In view of the fact that the shock-absorbing partition wall with variable friction energy dissipation can provide higher damping force and larger relative sliding displacement than the existing technical solutions, the design method of the shock-absorbing partition wall with variable friction energy dissipation provided by the present invention takes into account the influence of such shock-absorbing partition wall on the additional damping and seismic design of the structure. By establishing a connection between the elastic parts, shear connectors and other components of the shock-absorbing partition wall and the additional damping of the structure, the shock-absorbing partition wall can be designed and adjusted according to the design objectives of the structure, thereby achieving a rule-based design of the shock-absorbing partition wall and the structure containing the shock-absorbing partition wall, and synergistically improving the seismic toughness of the partition wall and the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] In order to more clearly illustrate the specific implementation methods of the present invention or the technical solutions in the prior art, the drawings required for use in the specific implementation methods or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are some implementation methods of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0055] Figure 1 (a) is a schematic diagram of improving the toughness of a partition wall by setting a shock-absorbing layer (or energy-absorbing unit) on the top of the partition wall in the prior art solution;

[0056] Figure 1 (b) is a schematic diagram of improving the toughness of the partition wall by setting a shock-absorbing layer (or energy-absorbing unit) in the middle of the partition wall in the prior art solution;

[0057] Figure 1 (c) is a schematic diagram of improving the toughness of the partition wall by setting a shock-absorbing layer (or energy-absorbing unit) at the bottom of the partition wall in the prior art solution;

[0058] Figure 2 A typical friction damping force-sliding displacement curve diagram of the shock-absorbing partition wall with variable friction force energy dissipation provided by the present invention;

[0059] Figure 3A schematic diagram of a typical structural form of a shock-absorbing partition wall with variable friction force energy dissipation provided in Example 1;

[0060] Figure 4 A schematic diagram showing that the outer frame of the shock-absorbing partition wall provided in Example 1 is a rigid body deformation;

[0061] Figure 5 A schematic flow chart of a design method for a shock-absorbing partition wall with variable friction energy dissipation provided in Example 2;

[0062] Figure 6 A simplified force analysis diagram obtained by taking a single group of shock-absorbing partition walls as the isolation body for force analysis in Example 2;

[0063] Figure 7 (a) is a schematic diagram of a typical structural form of a pressure-bearing steel component provided in Example 2;

[0064] Figure 7 (b) is a mechanical diagram of a typical structural form of a compression steel component provided in Example 2;

[0065] Figure 8 A schematic diagram of a typical failure mode of a shock-absorbing partition wall with variable friction energy dissipation provided in Example 2;

[0066] Fig. 9 A simplified diagram of the force analysis when the first partition wall board in a single set of shock-absorbing partition walls provided in Example 2 undergoes critical warping;

[0067] Fig.10 It is a comparison diagram of the finite element numerical simulation value and the theoretical calculation value of the friction damping force-sliding displacement curve of a single group of shock-absorbing partition walls in Example 3;

[0068] Among them, 1-peripheral frame, 11-left frame column, 12-right frame column, 13-upper frame beam, 14-lower frame beam, 2-single set of shock-absorbing partition walls, 21-first partition board, 22-second partition board, 23-third partition board, 24-fourth partition board, 25-fifth partition board, 26-sixth partition board, 3-shear connector, 4-lower external reinforcement box, 5-upper external reinforcement box, 6-elastic part, 61-steel simply supported beam, 62-support pier, 63-load distribution beam, 64-round head bolt, 65-dish gasket, 66-positioning bolt, 7-horizontal force transmission card, 8-local pad, 9-friction shock-absorbing layer, 101-shock-absorbing layer (or energy absorption unit), 102-top sliding drive point. DETAILED DESCRIPTION

[0069] It should be noted that the following detailed descriptions are exemplary and are intended to provide further explanation of the present application. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those commonly understood by those skilled in the art to which the present application belongs.

[0070] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present application. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprise" and / or "include" are used in this specification, it indicates the presence of features, steps, operations, devices, components and / or combinations thereof.

[0071] For the convenience of description, if the words "up", "down", "left" and "right" appear in the present invention, they only indicate that they are consistent with the up, down, left and right directions of the drawings themselves, and do not limit the structure. They are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the referred components must have a specific orientation, be constructed and operate in a specific orientation. Therefore, they cannot be understood as limiting the present invention.

[0072] Example 1

[0073] Based on a shock-absorbing partition wall with variable friction force energy dissipation, the embodiment of the present invention proposes a parametric design method for such a shock-absorbing partition wall by considering the influence of the shock-absorbing partition wall on the additional damping and seismic design of the structure. Furthermore, the main technical feature of such a shock-absorbing partition wall is that a shock-absorbing layer is arranged at the bottom of the partition wall, and the partition wall is driven by the top to generate variable friction force sliding energy dissipation. The structure of the shock-absorbing partition wall is first introduced in detail.

[0074] The typical embodiment of the shock-absorbing partition wall with variable friction energy dissipation is as follows: Figure 3As shown, it includes an outer frame 1, a single group of shock-absorbing partition walls 2, shear-resistant connectors 3, a lower outer reinforcement box 4, an upper outer reinforcement box 5, an elastic member 6, a horizontal force transmission card 7, a local pad 8 and a friction shock-absorbing layer 9. Wherein, the outer frame includes a left frame column 11, a right frame column 12, an upper frame beam 13, and a lower frame beam 14, and the left ends and right ends of the upper frame beam 13 and the lower frame beam 14 are rigidly connected to the left frame column 11 and the right frame column 12 respectively; the single group of shock-absorbing partition walls 2 includes, from left to right, a first partition board 21, a second partition board 22, a third partition board 23, a fourth partition board 24, a fifth partition board 25 and a sixth partition board 26; the shear connectors 3 are evenly arranged along the side heights of each partition board (for example, 3 can be set) to achieve reliable splicing between different partition boards. Specifically, reliable connection can be achieved by butting two shear connectors 3 together and then applying welding; the lower outer reinforcement boxes 4 are two in total, which are respectively located at the single group of shock-absorbing partition walls 2; there are two upper external reinforcement boxes 5, which are respectively located at the upper left corner and the upper right corner of the single group of shock-absorbing partition walls 2, wherein the side of the upper external reinforcement box 5 is provided with a top sliding driving point 102 in the shape of a local protrusion, the lower external reinforcement box 4 and the upper external reinforcement box 5 are both steel boxes, and the local pad 8 is a steel plate; there are two elastic members 6, which are located between the upper external reinforcement box 5 and the upper frame beam 13, wherein the elastic member 6 is reliably connected to the upper external reinforcement box 5, and the contact relationship with the upper frame beam 13 is normal hard contact and tangential frictionless; the specific structural form of the elastic member 6 includes a pressure-bearing rubber pad or a pressure-bearing steel component, etc. When the pressure-bearing steel component structure provided in this embodiment 1 is adopted, please refer to Figure 7 The elastic member 6 includes a steel simply supported beam 61, a support pier 62, a load distribution beam 63, a round head bolt 64, a dish washer 65, and a positioning bolt 66. The two support piers 62 are respectively located at the two ends of one side of the steel simply supported beam 61, and the load distribution beam 63 is located in the middle of the other side of the steel simply supported beam 61; there are two horizontal force transmission clamps 7, which are respectively located between the top sliding drive point 102 on the side of the upper outer reinforcement box 5 and the left frame column 11 and between the single group of shock-absorbing partition walls 2 and the right frame column 12, wherein one side of the two horizontal force transmission clamps 7 is respectively connected to the left frame column 11 and the right The frame column 12 is reliably connected, and its contact relationship with the top sliding driving point 102 on the side of the upper external reinforcement box 5 is normal hard contact and tangential friction contact; there are two local pads 8, which are respectively located at the lower left corner and the lower right corner of the single group of shock-absorbing partition walls 2, and its contact relationship with the single group of shock-absorbing partition walls 2 is normal hard contact and tangential friction contact; the friction shock-absorbing layer 9 is located at the top of the lower frame beam 14, and the bottom of the friction shock-absorbing layer 9 is reliably connected to the top of the lower frame beam 14, and the contact relationship with the bottom surface of the single group of shock-absorbing partition walls 2 and the two lower external reinforcement boxes 4 is normal hard contact and tangential friction contact.

[0075] The lower outer reinforcement box 4, the upper outer reinforcement box 5 and the local pad 8 are all made of steel.

[0076] Example 2

[0077] Based on Example 1, this example provides a design method for a shock-absorbing partition wall with variable friction energy dissipation.

[0078] In order to facilitate the understanding of the working mechanism, energy dissipation principle and design method of the vibration-absorbing partition wall with variable friction energy dissipation, the present invention adopts the following assumptions and analysis methods:

[0079] (1) The peripheral frame is equivalent to a "rigid body + rotation hinge" model, such as Figure 4 As shown; among them, Figure 3 The left frame column 11 in is equivalent to Figure 4 The AB segment rigid body in; Figure 3 The left end range of the upper frame beam 13 in (the length range extending to the right by one beam height from the interface between the left frame column 11 and the upper frame beam 13) is equivalent to Figure 4 The BC segment rigid body; Figure 3 The right end range of the upper frame beam 13 in (the length range extending to the left by one beam height from the interface between the right frame column 12 and the upper frame beam 13) is equivalent to Figure 4 The DE segment rigid body in; Figure 3 The total length of the upper frame beam 13 in the middle is the beam section after deducting the length of the left end range and the length of the right end range, which is equivalent to Figure 4 CD segment rigid body; Figure 3 The right frame column 12 in is equivalent to Figure 4 The EF segment rigid body in the left frame column 11 and the right frame column 12 are located at the column foot (corresponding to Figure 4 Point A and F in the figure), and the interface between the end range and the middle beam end (corresponding to Figure 4 Points C and D in the figure).

[0080] (2) Under the action of horizontal earthquake, the peripheral frame equivalent to the "rigid body + rotation" model only undergoes rigid body deformation. The peripheral frame uses points A and F as fixed rotation points (no translation, only rotation) and points C and D as movable rotation points (translation and rotation occur) to undergo interlayer deformation under earthquake.

[0081] Furthermore, the design method of the vibration-absorbing partition wall with variable friction energy dissipation provided by the present invention is as follows: Figure 5 As shown, the following is explained:

[0082] Step 1: Establish an empty frame structure model without seismic partition walls, and calculate and extract the inter-layer shear force and inter-layer displacement of the structure under earthquake action.

[0083] In this step, considering that the single group of shock-absorbing partition walls 2 is a self-supporting non-structural component, its interaction with the peripheral frame 1 is significantly lower, so when determining the preliminary design parameters of the single group of shock-absorbing partition walls 2, the shock-absorbing partition walls may not be modeled in the model. In some embodiments of the present invention, the calculation method of interlayer shear force and interlayer displacement is consistent with the current design method, and the bottom shear method, time history analysis method, pushover method, etc. can be used for solution and calculation according to engineering needs.

[0084] Step 2: Calculate the elastic strain energy W of the structure based on the interlayer shear force and interlayer displacement solved in step 1 e , and according to the actual engineering needs, determine the expected additional damping ratio ξ provided by the seismic partition wall for the structure a0 .

[0085] In this step, considering that partition walls are one of the most numerous and widely distributed components in a building, the demand for the friction damping force provided by a single set of shock-absorbing partition walls 2 should not be too high, and the energy dissipation and shock reduction goals should be achieved by evenly and widely arranging a single set of shock-absorbing partition walls 2 in the structure.

[0086] Furthermore, the elastic strain energy W of the structure in step 2 is e The calculation can be simplified as follows:

[0087]

[0088] Where W e,i is the elastic strain energy of the i-th layer of the structure; Q i is the interlayer shear force of the i-th layer of the structure, Δ i is the inter-story displacement of the i-th layer of the structure.

[0089] The expected additional damping ratio provided by the seismic isolation wall for the structure can be set according to the inter-story displacement of the structure. For example, in some embodiments of the present invention, the expected additional damping ratio provided by the seismic isolation wall for the structure can be set according to the inter-story displacement angle of the structure. When the elastic-plastic limit is reached by 2%, the expected additional damping ratio ξ provided by the seismic partition wall to the structure is a0 ≈2% for design.

[0090] Step 3: According to the friction damping force-sliding displacement curve of a single set of seismic partition walls, establish the total friction hysteresis energy dissipation W of the seismic partition walls in the structure d The first and second friction damping forces F of a single set of shock-absorbing partition walls Hu1 、F Hu2 and target sliding displacement Δ H The total friction hysteresis energy W is calculated by the relationship d .

[0091] In some embodiments of the present invention, step 3 specifically includes the following sub-steps:

[0092] Step 3.1: Draw the friction damping force-sliding displacement curve of a single set of seismic partition walls.

[0093] In some embodiments of the present invention, the friction damping force-sliding displacement curve is as follows: Figure 2 As shown, the horizontal axis is the sliding displacement Δ of a single group of shock-absorbing partition walls w , the vertical axis is the friction damping force F of a single set of shock-absorbing partition walls H ;

[0094] Furthermore, the friction damping force-sliding displacement curve can be determined by connecting 7 characteristic points in sequence, including point 0 and points a to f; point 0 is the coordinate point 0; point a is the characteristic point when a single set of shock-absorbing partition walls 2 just slides after overcoming the maximum static friction force, and the corresponding coordinates are (0, F H0 ), F H0 is the sliding starting force of the single set of shock-absorbing partition walls 2; the point b is the sliding displacement Δ of the single set of shock-absorbing partition walls 2 from point a to the positive target sliding displacement H The feature points, corresponding to the coordinates are (Δ H ,F Hu1 ), F Hu1 is the friction damping force of the single set of shock-absorbing partition walls 2 in this state; the point c is the sliding displacement of the single set of shock-absorbing partition walls 2 from the positive target Δ H When the point slides back to point 0, the characteristic point of transformation occurs. At this time, the sliding displacement of the partition wall remains unchanged (i.e., Δ w =Δ H ), but the direction and magnitude of the friction damping force change, and the corresponding coordinates are (Δ H ,-F Hu2 ), -F Hu2 is the friction damping force of the single set of shock-absorbing partition walls 2 in this state; the point d is the characteristic point of the single set of shock-absorbing partition walls 2 sliding back from point c to point 0, and the corresponding coordinates are (0, -F H0 ), -F H0 is the friction damping force of the single set of shock-absorbing partition walls 2 in this state; the point e is the sliding displacement of the single set of shock-absorbing partition walls 2 from point d to the negative target sliding displacement -Δ H The feature point of (similar to feature point b, no further description), the corresponding coordinates are (-Δ H ,-F Hu1 ), -F Hu1 is the friction damping force of the single set of shock-absorbing partition walls 2 in this state; the point f is the sliding displacement of the single set of shock-absorbing partition walls 2 from the negative to the target -Δ H The feature point that happens to change when the point slides back to point 0 (similar to feature point c, no further description), the corresponding coordinates are (-Δ H ,F Hu2 ), F Hu2is the friction damping force of the single set of shock-absorbing partition walls 2 in this state; F Hu1 and F Hu2 can be defined as the first friction damping force and the second friction damping force of a single set of shock-absorbing partition walls 2, respectively;

[0095] Step 3.2: Establish the first friction damping force F of the single group of shock-absorbing partition walls 2 Hu1 and the second friction damping force F Hu2 expression.

[0096] Assuming that the partition boards (21-26) of the single set of shock-absorbing partition walls 2 are reliably bonded and do not slide relative to each other, the single set of shock-absorbing partition walls 2 is taken as the isolation body for force analysis. The force analysis diagram is shown in FIG. Figure 6 shown.

[0097] See also Figure 6 When the structure is subjected to the rightward earthquake force, the forces on the single set of seismic partition walls 2 after sliding include: self-weight G w , the deadweight G w It is necessary to consider the self-weight of the single-group shock-absorbing partition wall 2, the self-weight of the shear connector 3, the self-weight of the lower outer reinforcement box 4, the self-weight of the upper outer reinforcement box 5, and the self-weight of the elastic member 6; the vertical pressure F of the elastic member 6 on the single-group shock-absorbing partition wall 2 B The vertical pressure F of the elastic member 6 on the single group of shock-absorbing partition walls 2 is B Caused by interlayer deformation and node rotation of the peripheral frame 2; horizontal thrust F at the top sliding drive point 102 H (the value is equal to the friction damping force of a single set of shock-absorbing partition walls); the vertical downward friction force F at the top sliding driving point 102 S2 ; Normal force F provided by local pad 8 and friction damping layer 9 N and the tangential friction force F S1 .

[0098] The horizontal thrust F exerted on the single set of shock-absorbing partition walls 2 H and the vertical downward friction force F S2 , is the force transmitted to the single set of shock-absorbing partition walls 2 by the structure through the outer frame, the horizontal force transmission card 7, and the top sliding drive point 102 under the action of earthquake force; the contact relationship between the horizontal force transmission card 7 and the top sliding drive point 102 is normal hard contact and tangential friction contact, and the friction coefficient is μ 2S ; Among them, the horizontal thrust F H and the vertical downward friction force F S2 , can be calculated as follows:

[0099] F H =F S1

[0100] F S2 =μ2S F H

[0101] Furthermore, the normal force F provided by the local pad 8 and the friction damping layer 9 to the single set of damping partition walls 2 is N According to the contact relationship and position, it consists of three parts, including F N1 、F N2 and F N3 ; said F N1 for Figure 6 The normal force on the bottom surface of the lower outer reinforcement box 4 on the left side is applied; the F N2 for Figure 6 The normal force on the bottom surface of the lower outer reinforcement box 4 located on the right side is applied; the F N3 for Figure 6 The normal force on the bottom surface of the middle single group of shock-absorbing partition walls 2 after removing the two lower outer reinforcement boxes 4;

[0102] F N =F B +F S2 +G w

[0103] F N =F N1 +F N2 +F N3

[0104] The F N1 、F N2 and F N3 It can be understood as the normal pressure distribution ratio of the bottom surface of the partition wall when a single group of shock-absorbing partition walls 2 slides from point 0 to the positive (or negative) target sliding displacement, that is, the F N1 、F N2 and F N3 It can be expressed as follows:

[0105] F N1 =η1F N

[0106] F N2 =η2F N

[0107] F N3 =η3F N

[0108] In the formula, η1+η2+η3=1 always holds; η1 is Figure 6 The normal force distribution coefficient of the bottom surface of the lower outer reinforcement box 4 on the left side of the middle part; η2 is Figure 6 The normal force distribution coefficient on the bottom surface of the lower outer reinforcement box 4 on the right side of the middle; η3 is Figure 6Normal force distribution coefficient of the bottom surface of the middle single group of shock-absorbing partition walls 2 after removing the two lower outer reinforcement boxes 4. In some embodiments of the present invention, η1 can be 0.05, η2 can be 0.1-0.2, and η3 can be 0.75-0.85.

[0109] Furthermore, the tangential friction force F provided by the local pad 8 and the friction damping layer 9 to the single set of damping partition walls 2 is S1 The composition and normal force F N Similar, consisting of three parts: μ 1S F N1 , μ 1S F N2 and μ 1C F N3 , and the following relationship exists:

[0110] F S1 =μ 1S F N1 +μ 1S F N2 +μ 1C F N3

[0111] In the formula, μ 1S and μ 1C They are respectively the friction coefficient between the outer reinforcement box 4 and the local pad 8 in the lower middle part of a single set of shock-absorbing partition walls and the friction coefficient between the concrete and the friction shock-absorbing layer.

[0112] Combining the above formulas, when a single set of shock-absorbing partition walls 2 slides from point 0 to the positive target sliding displacement, the corresponding Figure 2 At point b, the first friction damping force of a single set of shock-absorbing partition walls is:

[0113]

[0114] κ=μ 1S η1+μ 1S η2+μ 1C η3

[0115] Where κ is the calculation coefficient of the first friction damping force.

[0116] When the single group of shock-absorbing partition walls 2 slides from the negative target sliding displacement to the 0 point, the corresponding Figure 2 At point f, the second friction damping force of a single set of shock-absorbing partition walls is:

[0117]

[0118] κ'=μ 1S η'1+μ 1S η'2+μ 1C η'3

[0119] In the formula, F B is the vertical pressure of the elastic member 6 on the single group of shock-absorbing partition walls 2, which is actually the inter-story displacement angle of the peripheral frame where the single group of shock-absorbing partition walls 2 are located. Function Right now Where K B is the theoretical required value of vertical stiffness of elastic member 6, L B is the vertical distance from the pressure point of the elastic member to the center line of the column segment; λ is the difference coefficient between the deformation mechanism of the rigid frame and the deformation mechanism of the actual frame; G w is the total gravity of a single set of shock-absorbing partition walls 2; μ 1S and μ 1C μ are the friction coefficients between the lower outer reinforcement box 4 and the local pad 8 of the single group of shock-absorbing partition walls 2 and the friction coefficients between the concrete and the friction shock-absorbing layer 9; 2S is the friction coefficient between the top sliding driving point 102 of the single-group shock-absorbing partition wall 2 and the horizontal force transmission card 7; η1 and η2 are the normal force distribution coefficients received by the two corners of the bottom surface of the partition wall when the single-group shock-absorbing partition wall 2 slides from point 0 to the positive (or negative) target sliding displacement; η3 is the normal force distribution coefficient received by the middle part of the bottom surface of the partition wall when the single-group shock-absorbing partition wall 2 slides from point 0 to the positive (or negative) target sliding displacement; η'1 and η'2 are the normal force distribution coefficients received by the two corners of the bottom surface of the partition wall when the single-group shock-absorbing partition wall 2 slides from the positive (or negative) target sliding displacement to point 0; η'3 is the normal pressure distribution coefficient of the middle part of the bottom surface of the partition wall when the single-group shock-absorbing partition wall 2 slides from the positive (or negative) target sliding displacement to point 0, and κ' is the second friction damping force calculation coefficient. In some embodiments of the present invention, λ may be 0.5-0.8, η1 may be 0.05, η2 may be 0.1-0.2, η3 may be 0.75-0.85, η'1 may be 1, η'2 may be 0, and η'3 may be 0.

[0120] Step 3.2: Calculate the target sliding displacement Δ of a single set of seismic partition walls 2 H .

[0121] Refer to the following formula to calculate the sliding displacement Δ of a single set of shock-absorbing partition walls 2 w Relationship with the inter-story displacement angle of the peripheral frame:

[0122]

[0123] In the formula, Δ H is the target sliding displacement of a single set of shock-absorbing partition walls 2; is the inter-story drift angle of the peripheral frame; h w It is the distance from the bottom surface of a single set of shock-absorbing partition walls 2 to the top sliding driving point 102.

[0124] Step 3.3: Calculate the friction hysteresis energy dissipation of a single set of seismic partition walls 2.

[0125] The friction hysteresis energy W d is the restoring force hysteresis loop of all single groups of seismic partition walls 2 in the structure (reference Figure 2 ) at which the relative sliding displacement is Δ H The sum of the areas when , can be calculated as follows:

[0126] W d =∑W d,i =∑(2F H0,i +F Hu1,i +F Hu2,i )Δ H,i

[0127] F H0,i =nF H0 F Hu1,i =nF Hu1 F Hu2,i =nF Hu2

[0128] Where W d,i is the total friction hysteresis energy dissipation of all single groups of shock-absorbing partition walls 2 on the i-th floor of the structure; n is the number of shock-absorbing partition walls (groups) on the i-th floor; Δ H,i is the target sliding displacement of the single group of seismic partition walls 2 on the i-th floor; F H0,i is the total sliding force of all single-group seismic partition walls 2 on the i-th floor; F H0 is the sliding force of the i-th layer of the single-group shock-absorbing partition wall 2, which is calculated based on the sliding friction coefficient and the deadweight of the single-group shock-absorbing partition wall 2; F Hu1,i is the sum of the first friction damping forces of all single groups of shock-absorbing partition walls 2 on the i-th floor; F Hu1 is the first friction damping force of the corresponding single group of shock-absorbing partition walls 2; F Hu2,i is the sum of the second friction damping forces of all single-group shock-absorbing partition walls 2 on the i-th floor; F Hu2 is the second friction damping force of the corresponding single group of shock-absorbing partition walls 2.

[0129] Step 4: Calculate the additional damping ratio ξ provided by all single groups of seismic partition walls 2 in the structure a , and the additional damping ratio ξ will be calculated a Compared with the expected additional damping ratio ξ a0 By comparing together, if the expected design goal (ξ a ≥ξ a0 ) determines the first friction damping force F of the single group of shock-absorbing partition walls 2 Hu1 and the second friction damping force F Hu2 , otherwise continue to adjust until the expected design goal is met; among them, calculate the additional damping ratio ξ a Refer to the following formula for calculation:

[0130]

[0131] In some embodiments of the present invention, due to the interlayer shear force Q i and interlayer displacement Δ i It is obtained based on the empty frame model without considering the contribution of the lateral force of the seismic partition wall. Therefore, in step 4, the first friction damping force of each layer of seismic partition wall can be superimposed on the corresponding interlayer shear force of the structure according to the actual engineering needs, and the additional damping ratio can be recalculated (this can be called the modified additional damping ratio ξ' a ) and the expected additional damping ratio ξ a0 If the expected design goal is still met, proceed to the next step, otherwise repeat steps 1 to 4 until the expected design goal is met.

[0132] Step 5: Design the elastic member 6 according to the friction damping force requirement determined by the aforementioned single group of shock-absorbing partition walls 2 and taking into account the elastic deformation requirement of the elastic member 6 .

[0133] In some embodiments of the present invention, the specific structural form of the elastic member 6 includes a compressed rubber pad or a compressed steel component, etc., which can be selected according to the actual application scenario and engineering requirements. For the compressed rubber pad structure, its vertical stiffness design method can refer to "Rubber Bearing Part 3: Building Seismic Isolation Rubber Bearing" (GB / T 20688.3); for the compressed steel component structure, its durability and stability are better than the compressed rubber pad structure, so Example 1 provides an appearance schematic diagram and a mechanical diagram of the compressed steel component structure ( Figure 7 ), and use this as an example to demonstrate the design method. Please refer to the following sub-steps for details:

[0134] Step 5.1: Calculate the theoretical required value K of the vertical stiffness of the elastic member 6 B .

[0135] Combining step 3 and step 4, the vertical pressure F of the elastic member 6 on the single set of shock-absorbing partition walls 2 that meets the expected design goal can be obtained. B The required value is K, so the theoretical required value of the vertical stiffness of the elastic member 6 is B It can be calculated by referring to the following formula:

[0136]

[0137] In the formula, F B The vertical pressure of the elastic member 6 on the single set of shock-absorbing partition walls 2 can be determined by step 4. is the inter-story displacement angle of the outer frame where the single set of seismic partition walls 2 are located; L Bis the vertical distance from the pressing point of the elastic member 6 to the center line of the column segment; λ is the difference coefficient between the rigid frame deformation mechanism and the actual frame deformation mechanism. In some embodiments of the present invention, λ can be 0.5 to 0.8.

[0138] Step 5.2: Calculate the actual design value K of the vertical stiffness of the elastic member 6 B,d .

[0139] The actual design value K of the vertical stiffness that the elastic member 6 can provide is Bd It can be calculated by referring to the following formula:

[0140]

[0141] Wherein, E is the elastic modulus of the steel simply supported beam 61; b is the cross-sectional width of the steel simply supported beam 61; t is the cross-sectional thickness of the steel simply supported beam 61; L is the effective span of the steel simply supported beam 61; γ is the design tolerance, which is 0.95 to 1.05 in some embodiments of the present invention; K B F is the theoretical required value of the vertical stiffness of the elastic member 6; B is the vertical pressure of the elastic member on the shock-absorbing partition wall, and the basic requirement can be determined by step 4.

[0142] It can be found that the actual design value K of the vertical stiffness that the elastic member 6 can provide is B,d It is related to the geometric parameters of the elastic member 6 (such as the cross-sectional width, cross-sectional thickness and effective span of the steel simply supported beam 61). Therefore, when the actual design value K of the vertical stiffness that the elastic member 6 can provide is B,d When the requirements of the above formula are not met, the geometric parameter dimensions of the elastic member 6 should be redesigned to meet the requirements of the above formula.

[0143] Step 5.3: Calculate the maximum elastic deflection Δ that the elastic member 6 can provide y .

[0144] Based on the actual design value K of the vertical stiffness that the elastic member 6 can provide in step 5.2 B,d On the basis of meeting the requirements, the maximum elastic deflection deformation Δ of the steel simply supported beam 61 within the elastic range y It should still not be less than the maximum downward deflection of the elastic member 6 of the single group of shock-absorbing partition walls 2 at the target inter-story displacement angle, so the maximum elastic deflection deformation Δ y Refer to the following formula for verification:

[0145]

[0146] Wherein, L is the effective span of the steel simply supported beam 61; E is the elastic modulus of the steel simply supported beam 61; t is the cross-sectional thickness of the steel simply supported beam 61; f y is the yield strength of the steel simply supported beam 61; is the inter-story displacement angle of the outer frame where the single set of seismic partition walls 2 are located; L B is the vertical distance from the pressing point of the elastic member 6 to the center line of the column segment; λ is the difference coefficient between the rigid frame deformation mechanism and the actual frame deformation mechanism. In some embodiments of the present invention, λ can be 0.5 to 0.8.

[0147] It can be found that the maximum elastic deflection Δ that the elastic member 6 can provide is y It is related to the geometric parameters of the elastic member 6 (such as the cross-sectional thickness and effective span of the steel simply supported beam 61) and the yield strength of the material. Therefore, when the maximum elastic deflection Δ y Less than the maximum downward deflection of the elastic member 6 of a single set of shock-absorbing partition walls 2 at the corresponding inter-story displacement angle When the design is met, the geometrical parameters and dimensions of the elastic member 6 or the materials used should be readjusted to meet the design requirements. If necessary, steps 5.2 and 5.3 should be repeated to redesign the elastic member 6 until the design requirements are met.

[0148] Step 6: Design the shear connector 3 according to the friction damping force requirement determined by the aforementioned single group of shock-absorbing partition walls 2.

[0149] The present invention provides a design method for a shear connector 3, the purpose of which is to avoid the warping of partition boards and the relative sliding deformation between partition boards in a single set of shock-absorbing partition walls 2 during the working stage. It should be noted that based on finite element numerical simulation, a method such as Figure 3 In the shock-absorbing partition wall with variable friction energy dissipation shown in the figure, when the shear bearing capacity of the connection between all the shear connectors 3 in a single group of shock-absorbing partition walls 2 is the same, the connection between the shear connectors 3 between the first partition board 21 and the second partition board 22 will become the most dangerous section. Furthermore, if the shear bearing capacity of the connection between all the shear connectors 3 is low at this time, the first partition board 21 will tilt and deform relatively with the second partition board 22 ( Figure 8 ). Based on the above failure model, Fig. 9 A simplified diagram of the force analysis when the first partition wall 21 undergoes critical warping is given. To simplify the calculation, in this step, it is assumed that the friction contact relationship between the single set of shock-absorbing partition walls 2 and the friction and shock-absorbing layer 9 is the concrete-friction and shock-absorbing layer contact. Therefore, the friction coefficient μ between the concrete-friction and shock-absorbing layer can be used. 1C According to the force balance relationship, the maximum critical shear force V when the first partition board 21 undergoes critical warping can be obtained:

[0150]

[0151] In the formula, F Hu1 is the first friction damping force of a single set of shock-absorbing partition walls 2; h wμ is the distance from the bottom surface of a single set of shock-absorbing partition walls 2 to the top sliding driving point 102; 2S b is the friction coefficient between the top sliding driving point 102 and the horizontal force transmission clamp 7 in a single set of shock-absorbing partition walls 2; w F is the width of a single partition board in a single set of shock-absorbing partition walls 2; B is the vertical pressure of the elastic member 6 on the single group of shock-absorbing partition walls 2; x is the distance from the concentrated load action point of the elastic member 6 to the right edge of the first partition wall board 21; G w1 is the gravity of the first partition board 21 in the single set of shock-absorbing partition walls 2, G w is the total gravity of a single set of shock-absorbing partition walls 2; h1 is the distance from the point of action of the horizontal resistance of the first partition board 21 to the bottom surface of the partition board; β is the safety reserve coefficient, which is 0.7 to 0.9 in some embodiments of the present invention;

[0152] It can be found that the maximum critical shear force V obtained by the above formula when the first partition board 21 undergoes critical warping is actually the same as the maximum critical shear force (effect) expected to be borne by the connection between the shear connectors 3 in the single group of shock-absorbing partition walls 2. Therefore, when the maximum critical shear force V obtained by the above formula when the first partition board 21 undergoes critical warping is Figure 3 When the shear connectors 3 are arranged in a typical structure, the shear bearing capacity V of the connection between the shear connectors 3 in a single group of shock-absorbing partition walls 2 to achieve reliable connection s The following relationship should be satisfied:

[0153] V s ≥ψV

[0154] Wherein, ψ is the shear adjustment coefficient at the connection between the single shear connectors, and in some embodiments of the present invention, the value may be 0.6;

[0155] Step 7: Based on the friction damping force requirement determined by the aforementioned single set of shock-absorbing partition walls 2, damage control verification is performed on the concrete wall panels near the lower outer reinforcement box 4 of the single set of shock-absorbing partition walls 2.

[0156] When the single set of shock-absorbing partition walls 2 is displaced by the positive (or negative) target sliding displacement Δ H (or -Δ H ) slides back to point 0, the overturning moment it receives is usually greater than the anti-overturning moment (the anti-overturning moment is determined by the deadweight G of the single set of shock-absorbing partition walls 2). w Provided), so the single-group shock-absorbing partition wall 2 will warp to a certain extent, causing the corner concrete of the single-group shock-absorbing partition wall 2 to be damaged due to stress concentration. Setting a lower external reinforcement box 4 for the single-group shock-absorbing partition wall 2 is an effective way to solve this problem, but it is still necessary to perform damage control calculation on the concrete wall panels near the lower external reinforcement box 4. The calculation method refers to the following formula:

[0157] σ c ≤[αf c ]

[0158]

[0159] In the formula, σ c is the compressive stress of the concrete wall panel near the outer reinforcement box 4 in the lower part of the single set of shock-absorbing partition walls 2; α is the safety factor of the concrete wall panel during damage control calculation, and in some embodiments of the present invention, it can be 0.7; f c F is the axial compressive strength of the concrete material in the single set of shock-absorbing partition walls 2; Hu1 is the first friction damping force of a single set of shock-absorbing partition walls 2; μ 2S is the friction coefficient between the top sliding driving point 102 and the horizontal force transmission card 7 in the single group of shock-absorbing partition walls 2; ω is the area reduction coefficient for damage control verification of concrete wall panels, which can be 0.4 in some embodiments of the present invention; A c F is the horizontal projection area of ​​the lower outer reinforcement box 4; B G is the vertical pressure of the elastic member 6 on the single group of shock-absorbing partition walls 2; w is the total gravity of a single set of shock-absorbing partition walls 2;

[0160] Step 8: According to the friction damping force requirement determined by the aforementioned single group of shock-absorbing partition walls 2, after completing the connection design between the elastic member 6 and the shear connector 3 and the damage control verification of the concrete wall panel near the lower outer reinforcement box 4, the parametric design of the single group of shock-absorbing partition walls 2 can be completed.

[0161] Example 3

[0162] To further demonstrate the beneficial effects and feasibility of the present invention, this embodiment is based on Figure 3 The finite element numerical modeling analysis was carried out on a single-group seismic partition wall 2-steel frame sample specimen with one layer and one span, and the parametric design process of the single-group seismic partition wall 2 was completed according to the following contents and steps.

[0163] 1. Overview

[0164] The sample specimen has a floor height of 2800mm and a column centerline distance of 4100mm. The left frame column 11 and the right frame column 12 are made of Q355 welded box columns with a cross-sectional size of 300×300×14×14mm. The upper frame beam 13 and the lower frame beam 14 of the sample specimen are made of Q235 hot-rolled H-shaped steel with a cross-sectional size of 400×200×8×13mm. The left and right ends of the upper frame beam 13 are rigidly connected to the left frame column 11 and the right frame column 12 by welding and beam flange widening. The structural design meets the requirements of "strong column and weak beam", the slenderness ratio limit of the column and the seismic verification of the beam-column node domain.

[0165] 2. Key parameters

[0166] Table 1 Parameters of seismic partition walls determined according to expected design objectives

[0167]

[0168] According to the actual size and detailed structure of the sample specimen, the finite element numerical model of the sample specimen was constructed using the general finite element software ABAQUS. Table 1 summarizes the important dimensions and structural parameters that affect the performance of a single group of seismic partition walls 2 in the sample specimen; a0 In this embodiment, when the sample specimen has a 2% inter-story displacement angle, the additional damping ratio provided by the single set of seismic partition walls 2 for the sample specimen is not less than 2%.

[0169] 3. Design Process

[0170] Step 1:

[0171] In this embodiment, a steel frame sample specimen with one layer and one span without a single set of seismic partition walls 2 (hereinafter referred to as the uncontrolled sample specimen) is first constructed using the general finite element software ABAQUS. In order to obtain the interlayer shear force of the uncontrolled sample specimen at a 2% interlayer displacement angle, the interlayer displacement corresponding to the 2% interlayer displacement angle is applied to the uncontrolled sample specimen. According to the finite element numerical simulation results, the interlayer shear force Q of the uncontrolled sample specimen is 823kN, and the interlayer displacement Δ is 56mm.

[0172] Step 2:

[0173] In this embodiment, the expected additional damping ratio ξ a0 According to the determination that when the sample specimen has a 2.0% inter-story displacement angle, the additional damping ratio provided by the single set of seismic partition walls 2 for the sample specimen is not less than 2.0%; further, according to the numerical simulation calculation results of step 1, the structural elastic strain energy W can be obtained: e =23044kN·mm.

[0174] Step 3:

[0175] In this embodiment, the key characteristic points of the friction damping force-sliding displacement curve of a single set of shock-absorbing partition walls 2 are calculated using equations (11) and (12). After substituting the relevant parameters in Table 1, we can get F H0 =14.08kN, F Hu1 =79.31kN, F Hu2 =47.13 kN; further, according to the relationship between the single group of seismic isolation walls 2 and the inter-story displacement angle of the peripheral frame, the target sliding displacement Δ of the single group of seismic isolation walls 2 at a 2% inter-story displacement angle can be obtained. H =41.91mm; further, the friction damping force-sliding displacement curve of the single group of shock-absorbing partition walls 2 in this embodiment is plotted according to the coordinates of the 7 characteristic points, such as Fig.10Further, the friction hysteresis energy W of a single set of shock-absorbing partition walls 2 is calculated according to formula (1): d =6479.29kN·mm.

[0176] Step 4:

[0177] Substituting the obtained structural elastic strain energy and the friction hysteresis energy of a single set of seismic partition walls 2 into equation (3), the additional damping ratio ξ can be calculated. a =2.23%>ξ a0 =2.0%, so the single set of seismic partition walls 2 designed according to Table 1 can preliminarily meet the expected design goals;

[0178] Furthermore, this embodiment intends to consider the lateral force contribution of a single set of shock-absorbing partition walls 2, so the interlayer shear force is corrected. The corrected interlayer shear force Q' of the steel frame structure containing a single set of shock-absorbing partition walls 2 (hereinafter referred to as the controlled sample specimen) is 902.31 kN, and the corrected elastic strain energy W' is e =25264.68 kN·mm; further, the comparison and correction calculation of the additional damping ratio ξ' a Compared with the expected additional damping ratio ξ a0 The relationship between ξ' a =2.04%>ξ a0 =2.0%, meeting the expected design goal.

[0179] Step 5:

[0180] In this embodiment, the elastic member 6 adopts the compression steel component structure described in Example 1 (such as Figure 7 According to the friction damping force requirement determined in the above steps, the vertical stiffness theoretical requirement value K of the elastic member 6 can be obtained: B ≈19kN / mm; further, let the actual design value of the vertical stiffness of the elastic member 6 be K B,d =γK B , and ensure the maximum elastic deflection Δ of the elastic member 6 y Not less than the maximum downward deflection of the elastic member 6 of a single set of shock-absorbing partition walls 2 at a displacement angle of 2% The selected materials and geometric parameters and dimensions of the elastic member 6 are obtained: the steel simply supported beam 61 is made of 60Si2Mn steel (i.e. spring steel, with a yield strength f y =1375MPa), section thickness t=15mm, section width b=150mm, effective span L=280mm.

[0181] Step 6:

[0182] In this embodiment, three groups of welded shear connectors 3 (such as Figure 3According to equations (6) and (7), the critical shear force between partition boards V = 90.01 kN, so the shear bearing capacity V at the connection between the three shear connectors is s should not be less than 54kN; further, when welding is used, the fillet weld thickness h at the connection between the three shear connectors is e =5mm, effective calculated length of weld l w =60mm, which can meet the target requirements of no warping of the partition boards and no relative sliding deformation between the partition boards in the working stage of the single set of shock-absorbing partition walls 2.

[0183] Step 7:

[0184] In this embodiment, the single set of shock-absorbing partition walls 2 is intended to be of LC15 grade (f c =10MPa) lightweight concrete, the thickness of the lower outer reinforcement box 4 and the upper outer reinforcement box 5 set in the single set of shock-absorbing partition walls 2 is 10mm, and the projection area of ​​the corner outer reinforcement box is A c =60000mm 2 ; Further, according to equations (8) and (9), the damage control calculation of the concrete near the outer reinforcement box at the corner of the single-group seismic partition wall 2 was carried out, and it was found that σ c ≤[0.7f c ], meeting the damage control verification requirements.

[0185] Step 8:

[0186] Complete the design of shock-absorbing partition wall with variable friction energy dissipation.

[0187] In addition, in this embodiment, a finite element numerical model is still constructed for the controlled sample specimen in step 4. By applying a cyclic load with an interlayer displacement angle of ±2.0% to the finite element numerical model, the actual friction damping force-sliding displacement curve of a single group of shock-absorbing partition walls 2 in the finite element numerical model can be obtained (such as Fig.10 solid line); further, by comparing it with the theoretical friction damping force-sliding displacement curve provided by the present invention, it is found that a friction damping force-sliding displacement curve prediction method provided by the present invention can more accurately reflect the restoring force curve and working mechanism of a single group of shock-absorbing partition walls 2, and is feasible and effective.

[0188] Although the above describes the specific implementation mode of the present invention in conjunction with the accompanying drawings, it is not intended to limit the scope of protection of the present invention. Technical personnel in the relevant field should understand that various modifications or variations that can be made by technical personnel in the field without creative work on the basis of the technical solution of the present invention are still within the scope of protection of the present invention.

Claims

1. A design method for a shock-absorbing partition wall with variable friction energy dissipation, characterized in that: The shock-absorbing partition wall comprises an outer frame and a shock-absorbing partition wall arranged in the outer frame, an upper outer reinforcement box and a lower outer reinforcement box are respectively arranged at the corners of the top and bottom ends of the shock-absorbing partition wall, an elastic member is arranged between the upper outer reinforcement box and the outer frame, a local pad is arranged at the bottom of the shock-absorbing partition wall and below the lower outer reinforcement box, the shock-absorbing partition wall comprises a plurality of partition boards, and a shear connector is arranged between adjacent partition boards; the method comprises the following steps: Step 1: Establish an empty frame structure model without considering the lateral stiffness of the partition wall, and calculate the inter-story shear force and inter-story displacement of the structure under earthquake action; Step 2: Calculate the elastic strain energy W of the structure based on the interlayer shear force and interlayer displacement obtained in step 1 e , and determine the expected additional damping ratio ξ provided by the seismic partition wall in the structure a0 ; Step 3: According to the friction damping force-sliding displacement curve of a single set of seismic partition walls, establish the total friction hysteresis energy dissipation W of the seismic partition walls in the structure d The first friction damping force F with a single set of shock-absorbing partition walls Hu1 , the second friction damping force F Hu2 and target sliding displacement Δ H The total friction hysteresis energy W is calculated by the relationship d : W d =∑W d,i =∑(2F H0,i +F Hu1,i +F Hu2,i )D H,i F H0,i =nF H0 F Hu1,i =nF Hu1 F Hu2,i =nF Hu2 Where W d,i is the total friction hysteresis energy dissipated by all single groups of shock-absorbing partition walls on the i-th floor of the structure; n is the number of shock-absorbing partition walls or shock-absorbing partition wall groups on the i-th floor; Δ H,i is the target sliding displacement of the single group of seismic partition walls at the i-th floor; F H0,i is the total sliding force of all single-group seismic partition walls on the i-th floor; F H0 is the sliding force of the i-th layer of a single group of shock-absorbing partition walls, calculated based on the sliding friction coefficient and the deadweight of the single group of shock-absorbing partition walls; F Hu1,i is the sum of the first friction damping forces of all single-group seismic partition walls on the i-th floor; F Hu1 is the first friction damping force of the corresponding single group of shock-absorbing partition walls; F Hu2,i is the sum of the second friction damping forces of all single-group seismic partition walls on the i-th floor; F Hu2 is the second friction damping force of the corresponding single set of shock-absorbing partition walls; The horizontal coordinate of the friction damping force-sliding displacement curve of the single set of shock-absorbing partition walls is the sliding displacement Δ w , the vertical axis is the friction damping force F of a single set of shock-absorbing partition walls H and is determined by multiple characteristic points of the end-to-end connection closure on the friction damping force-sliding displacement curve of a single set of seismic partition walls; There are 7 feature points, which are defined as point 0 and points a to f; point 0 is the coordinate point 0; point a is the feature point when a single set of shock-absorbing partition walls just slides after overcoming the maximum static friction, and the corresponding coordinates are (0, F H0 ), F H0 is the sliding starting force of a single set of shock-absorbing partition walls; point b is the sliding displacement Δ of a single set of shock-absorbing partition walls from point a to the positive target sliding displacement H The feature points of H ,F Hu1 ), F Hu1 is the friction damping force of a single set of shock-absorbing partition walls in this state; point c is the sliding displacement of a single set of shock-absorbing partition walls from the positive target Δ H When the point slides back to point 0, the characteristic point of transformation occurs. At this time, it is considered that the sliding displacement of the partition wall remains unchanged, that is, Δ w =Δ H , but the direction and magnitude of the friction damping force change, and the corresponding coordinates are (Δ H ,-F Hu2 ), -F Hu2 is the friction damping force of a single set of shock-absorbing partition walls in this state; point d is the characteristic point of a single set of shock-absorbing partition walls sliding back from point c to point 0, and the corresponding coordinates are (0, -F H0 ), -F H0 is the friction damping force of a single set of shock-absorbing partition walls in this state; point e is the sliding displacement of a single set of shock-absorbing partition walls from point d to the negative target sliding displacement -Δ H The feature point, the corresponding coordinate is (-Δ H ,-F Hu1 ), -F Hu1 is the friction damping force of a single set of shock-absorbing partition walls in this state; point f is the sliding displacement of a single set of shock-absorbing partition walls from negative to target -Δ H The feature point where the point changes when it slides back to point 0 has the corresponding coordinates (-Δ H ,F Hu2 ), F Hu2 is the friction damping force of a single set of shock-absorbing partition walls in this state; Step 4: Solve for the calculated additional damping ratio ξ provided by the seismic partition wall to the structure a , and the additional damping ratio ξ will be calculated a Compared with the expected additional damping ratio ξ a0 By comparing together, if the expected design goal is met, then a ≥ξ a0 Then determine the first friction damping force F of a single set of shock-absorbing partition walls Hu1 and the second friction damping force F Hu2 , otherwise continue to adjust until the expected design goal is met; among them, the calculation of the additional damping ratio ξ a The formula is: Step 5: Design the elastic component structure according to the vertical pressure requirement and elastic deformation requirement of the elastic component in a single set of seismic partition walls, where the actual design value of the vertical stiffness of the elastic component is K B,d and elastic deformation demand Δ y The following should be satisfied at the same time: Where, γ is the design tolerance; K B F is the theoretical required value of the vertical stiffness of the elastic member (6); B is the vertical pressure of the elastic member on the shock-absorbing partition wall; L is the inter-story displacement angle of the outer frame where a single set of seismic isolation walls are located; B is the vertical distance from the pressure point of the elastic member to the center line of the column segment; λ is the difference coefficient between the deformation mechanism of the rigid frame and the deformation mechanism of the actual frame; Step 6: According to the first friction damping force F of a single set of shock-absorbing partition walls Hu1 , calculate the shear bearing capacity V at the connection between shear connectors s , and design the connection form and structure between shear connectors; Step 7: Perform damage control calculation on the concrete wall panels near the outer reinforcement box at the bottom of the single set of seismic partition walls; Step 8: Complete the design of a shock-absorbing partition wall with variable friction energy dissipation.

2. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1 is characterized in that: The calculation formula for the elastic strain energy of the structure described in step 2 is: Where W e,i is the elastic strain energy of the i-th layer of the structure; Q i is the interlayer shear force of the i-th layer of the structure, Δ i is the inter-story displacement of the i-th layer of the structure.

3. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1, characterized in that: The expected additional damping ratio ξ provided by the seismic partition wall in step 2 a0 It is determined based on the inter-story drift angle of the structure.

4. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1, characterized in that: The first friction damping force F Hu1 and the second friction damping force F Hu2 Calculated by the following formula: k=m 1S h1+m 1S n2+m 1C h3 k'=m 1S n'1+m 1S n'2+m 1C the'3 In the formula, F B G is the vertical pressure of the elastic member on a single set of shock-absorbing partition walls; w is the total gravity of a single set of shock-absorbing partition walls; μ 1S and μ 1C are the friction coefficients between the outer reinforcement box and the local pad in the lower part of a single set of shock-absorbing partition walls and the friction coefficients between the concrete and the friction shock-absorbing layer; μ 2S is the friction coefficient between the top sliding driving point of a single group of shock-absorbing partition walls and the horizontal force transmission card; η1 and η2 are the normal pressure distribution coefficients at the two corners of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides from 0 point to the positive or negative target sliding displacement, η3 is the normal pressure distribution coefficient at the middle of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides from 0 point to the positive or negative target sliding displacement; η'1 and η'2 are the normal pressure distribution coefficients at the two corners of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides back to 0 point from the positive or negative target sliding displacement, η'3 is the normal pressure distribution coefficient at the middle of the bottom surface of the partition wall when the single group of shock-absorbing partition walls slides back to 0 point from the positive or negative target sliding displacement; κ is the first friction damping force calculation coefficient, and κ' is the second friction damping force calculation coefficient.

5. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1, characterized in that: In step 4, according to the actual engineering needs, the interlayer shear force and elastic strain energy of the structure are corrected by considering the friction damping force, and then the additional damping ratio ξ' is corrected and calculated. a Compared with the expected additional damping ratio ξ a0 and adjust to meet the design goals.

6. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1, characterized in that: The elastic member described in step 5 is based on the first friction damping force F of the single group of shock-absorbing partition walls. Hu1 and the second friction damping force F Hu2 The structural design is carried out according to the requirements and elastic deformation requirements of elastic parts.

7. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1, characterized in that: The shear capacity V of the shear connector described in step 6 s The control target is that the partition boards in a single set of shock-absorbing partition walls do not warp and the partition boards do not slide relative to each other. The shear bearing capacity V s To satisfy In s ≥ψV Where ψ is the shear adjustment coefficient at the connection between single shear connectors; V is the maximum critical shear force expected to be borne at the connection between shear connectors; h w is the distance from the bottom surface of a single set of shock-absorbing partition walls to the top sliding driving point; μ 2S b is the friction coefficient between the top sliding driving point of a single set of shock-absorbing partition walls and the horizontal force transmission fixture; w F is the width of a single partition board in a single set of shock-absorbing partition walls; B is the vertical pressure of the elastic member on a single set of shock-absorbing partition walls; x is the distance from the point of action of the concentrated load of the elastic member to the right edge of the first partition wall board; G w1 G is the gravity of the first partition board in a single set of seismic partition walls; w is the total gravity of a single set of shock-absorbing partition walls; μ 1C is the friction coefficient between concrete and friction damping layer; β is the safety reserve coefficient; h1 is the distance from the point where the horizontal resistance of the first partition board is applied to the bottom surface of the partition board.

8. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to any one of claims 1 to 7, characterized in that: The damage control calculation method of the seismic partition wall in step 7 is proposed on the premise that the concrete in the outer reinforced box at the corner of the seismic partition wall will not be damaged before the concrete outside the outer reinforced box. The calculation method is: s c ≤[αf c ] In the formula, σ c is the concrete compressive stress near the outer reinforcement box at the bottom of the single set of seismic partition walls; α is the safety factor of the concrete wall panel during damage control calculation; f c μ is the axial compressive strength of the concrete material in the single set of shock-absorbing partition walls; 2S F is the friction coefficient between the top sliding driving point of a single set of shock-absorbing partition walls and the horizontal force transmission fixture; Hu1 is the first friction damping force of a single group of seismic partition walls; ω is the area reduction coefficient of the concrete wall panel during damage control calculation; A c F is the projection area of ​​the outer reinforcement box at the lower part of the shock-absorbing partition wall; B G is the vertical pressure of the elastic member on a single set of shock-absorbing partition walls; w It is the total gravity of a single set of shock-absorbing partition walls.

Images