Damping partition wall design method having variable friction energy dissipation

Abstract

A damping partition wall design method having variable friction energy dissipation, comprising the following steps: establishing an empty frame model which does not consider the lateral stiffness resistance of a partition wall, and calculating the inter-story shear force and inter-story displacement of a structure under the action of an earthquake; calculating the elastic strain energy of the structure, and determining an expected additional damping ratio provided by the damping partition wall for the structure; determining a friction damping force-sliding displacement curve of a single group of damping partition walls, and establishing a relational expression of total friction hysteresis energy dissipation and the friction damping force and target sliding displacement of the single group of damping partition walls; comparing a calculated additional damping ratio and the expected additional damping ratio to obtain the relationship thereof, and determining the friction damping force requirement of the single group of damping partition walls; designing elastic pieces; designing anti-shearing connecting pieces; and carrying out damage control verification. According to the damping partition wall having variable friction energy dissipation, parametric design and adjustment are carried out on the basis of the design goal of the structure, so that there are regulations to follow in the design of such a damping partition wall, and the anti-seismic toughness of the partition wall and structure can be synergistically improved.

Description

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

[0001] The present 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 requirements such as interior space separation, thermal insulation, and sound insulation. In the design of new buildings and the assessment of existing buildings, partition walls are considered to be self-supporting, non-structural components that do not participate in the stresses of the main structure. However, actual earthquake disaster phenomena and existing research results show that partition walls and the surrounding main structures have significant synergistic stress and mutual restraint effects. Therefore, partition walls in building structures usually significantly increase the lateral stiffness of the structure, thereby reducing the natural vibration period of the structure and increasing the seismic load it withstands. At the same time, they cause serious damage to the partition walls themselves, posing difficulties and challenges to rapid post-earthquake repair.

[0003] In the context of structural seismic toughness, a shock-absorbing partition wall technology solution with low damage characteristics has emerged. Its main technical features are that on the one hand, it cuts off the force transmission path between the partition wall and the surrounding structure through flexible connections, releases the constraint effect, and reduces wall damage; on the other hand, it introduces energy dissipation and shock absorption technology to the partition wall by utilizing the interlayer deformation of the structure to enable the partition wall to have the function of dissipating seismic energy. As shown in Figure 1, the main implementation paths for introducing energy dissipation and shock absorption technology to the partition wall currently include setting a shock-absorbing layer (or energy-consuming unit) at the top (Figure 1 (a)), middle (Figure 1 (b)) or bottom (Figure 1 (c)) of the partition wall. Patent CN202310941227.5 discloses a technical solution in which a shock-absorbing layer is set at the bottom of the 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, which sets a shock-absorbing layer 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) Installing 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. This will inevitably cause sliding cracks to appear on the main wall surface 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. After an earthquake, it is usually only necessary to perform simple repairs 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 seismic partition wall, whose outstanding technical features and advantages are that it can increase the sliding friction damping force as the earthquake intensity, inter-story displacement, and node rotation angle increase, thus having 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 previous seismic partition wall technical solutions (such as using constant friction energy dissipation or viscoelastic damping layer energy dissipation), and therefore can theoretically provide a certain amount of additional damping for the structure and increase the structure's energy dissipation and shock absorption capabilities.

[0007] Considering the typically low damping force provided by existing shock-absorbing partitions (such as patents CN201110156375.3, CN201810470671.2, CN201910901409.3, and CN202210367123.3), shock-absorbing partitions are currently viewed more as a structural measure to increase structural safety reserves and enhance their seismic resilience. Few consider them as components that can provide additional damping, and even fewer design methods are available to match them. However, a technical solution that incorporates a shock-absorbing layer at the bottom of the partition and drives the partition from the top to dissipate energy through variable frictional sliding can provide significantly higher frictional damping and greater sliding displacement than previous solutions. Therefore, rationally considering the impact of such shock-absorbing partitions on structural additional damping and seismic design, and parameterizing this impact into a design method for shock-absorbing partitions, holds significant engineering and scientific value.

[0008] Summary of the Invention

[0009] The present invention aims to overcome the shortcomings of existing technologies by providing a design method for a vibration-damping partition wall with variable frictional energy dissipation. This design method fully considers the impact of the vibration-damping partition wall on the structure's added damping and seismic design, and correlates key design parameters of the vibration-damping partition wall with these impacts. This allows for parametric design and adjustment of the vibration-damping partition wall based on the structure's intended design objectives, thereby achieving a methodical design for the vibration-damping partition wall and synergistically improving the seismic resilience of the partition wall and the structure.

[0010] 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:

[0011] 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;

[0012] 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 ;

[0013] Step 3: Based on the friction damping force-sliding displacement curve of a single set of shock-absorbing partition walls, establish the total friction hysteresis energy W of the shock-absorbing 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 using the relationship d : W d =∑W d,i =∑(2F H0,i +F Hu1,i +F Hu2,i )Δ H,i F H0,i =nF H0 F Hu1,i =nF Hu1 F Hu2,i =nF Hu2

[0014] 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 F is the sliding force of the single group of shock-absorbing partition walls on the i-th floor, calculated based on the sliding friction coefficient and the deadweight of the single group of shock-absorbing partition walls; 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.

[0015] Step 4: Calculate the 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 simultaneous comparison, if the expected design goal (ξ a ≥ξ a0 ) to determine the first friction damping force F of a single group 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:

[0016] Step 5: Design the elastic component structure based on the vertical pressure and elastic deformation requirements of the elastic components in a single set of seismic partition walls. The actual design value of the vertical stiffness of the elastic components is K. B,d and elastic deformation demand Δ y The following formulas should be satisfied at the same time:

[0017] Where, γ is the design tolerance; K B is the theoretical required value of the vertical stiffness of the elastic member; F 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 partition 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 actual frame deformation mechanism;

[0018] Step 6: According to the first friction damping force F of a single group 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;

[0019] Step 7: Perform damage control calculations on the concrete wall panels near the outer reinforcement box at the bottom of the single group of seismic partition walls;

[0020] Step 8: Complete the design of a shock-absorbing partition wall with variable friction energy dissipation.

[0021] Furthermore, the calculation methods of the inter-story shear force and inter-story displacement in step 1 include but are not limited to the bottom shear method, time history analysis method, pushover method, etc.

[0022] Furthermore, the elastic strain energy of the structure described in step 2 can be simplified by the following formula:

[0023] 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.

[0024] 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. The expected energy dissipation and shock reduction goals should be achieved by arranging shock-absorbing partition walls evenly and widely in the structure.

[0025] Furthermore, the expected additional damping ratio ξ provided by the shock-absorbing partition wall in step 2 is a0 It can be determined based on the structural inter-story displacement angle.

[0026] Furthermore, the friction damping force-sliding displacement curve of the single group of shock-absorbing partition walls in step 3 is shown in FIG2 , where the horizontal axis is the sliding displacement Δ of the 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 .

[0027] Furthermore, the friction damping force-sliding displacement curve can be determined by connecting 7 characteristic points end to end, including point 0 and points a to f; the point 0 is the coordinate 0 point; the 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; 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 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; 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 displacement of a single set of shock-absorbing partition walls sliding from point d to the negative target sliding displacement -Δ H The feature point of (similar to feature point b, no more details), the corresponding 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 f is the sliding displacement of a single set of shock-absorbing partition walls from the negative direction to the target displacement -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 is the friction damping force of a single set of shock-absorbing partition walls in this state.

[0028] Furthermore, the F Hu1 and F Hu2They can be defined as the first friction damping force and the second friction damping force of a single set of shock-absorbing partition walls respectively.

[0029] 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: κ=μ 1S η1+μ 1S η2+μ 1C η3 κ'=μ 1S η'1+μ 1S η'2+μ 1C η'3

[0030] Where, 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 and 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 clip; 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.

[0031] 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-story shear force and inter-story displacement described in step 2 are based on the empty frame model and do not consider the contribution of the seismic partition wall to the lateral force, in step 4, the first friction damping force of each layer of seismic partition wall can be superimposed on the corresponding structural inter-story shear force 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 relationship still meets the requirements, proceed to the next step, otherwise repeat steps 1 to 4 until the expected design goal is met;

[0032] Furthermore, the design of the elastic member described in step 5 should determine the theoretical required vertical stiffness value of the elastic member based on the friction damping force of a single set of seismic 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;

[0033] Furthermore, the shear bearing capacity V of the connection between the shear connectors in step 6 is s The control goal is to prevent the partition boards from warping and relative sliding deformation between the partition boards in a single group of shock-absorbing partition walls. The shear bearing capacity V s To meet V s ≥ψV

[0034] Where ψ is the shear force 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 2S b is the friction coefficient between the sliding driving point at the top of a single set of shock-absorbing partition walls and the horizontal force transmission components; 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 group 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 board; G w1 G is the gravity of the first partition board in a single set of shock-absorbing partition walls; w is the total gravity of a single set of shock-absorbing partition walls; μ 1C is the friction coefficient between the concrete and the 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;

[0035] Furthermore, the damage control calculation method for the seismic partition wall described in step 7 is based on the premise that the concrete inside the reinforced box at the corner of the seismic partition wall will not be damaged before the concrete outside the reinforced box. The calculation method is based on the following formula: σ c ≤[αf c ]

[0036] Where 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 for damage control calculation of concrete wall panels; 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 components; Hu1 is the first friction damping force of a single group of seismic partition walls; ω is the area reduction coefficient for damage control calculation of concrete wall panels; Ac F is the projected 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 is the total gravity of a single set of shock-absorbing partition walls.

[0037] Compared with existing technical solutions, the design method of a vibration-absorbing partition wall with variable friction energy dissipation provided by the present invention will further improve and enrich the technical system of vibration-absorbing partition walls with such technical features, provide certain reference and technical support for the design method and engineering promotion of vibration-absorbing partition walls, and can at least achieve the following beneficial effects:

[0038] 1. Clarify the working mechanism of variable friction shock-absorbing partition walls

[0039] Compared with the existing technical solutions, the present invention clarifies the stress characteristics of shock-absorbing partition walls with variable friction energy consumption, proposes a typical restoring force curve of shock-absorbing partition walls with variable friction energy consumption (i.e., the friction damping force-sliding displacement curve, see Figure 2), establishes a calculation and prediction method for the typical restoring force curve, clarifies the working mechanism and energy consumption mechanism of such shock-absorbing partition walls, and thus can achieve a coordinated improvement in the damage control capability and additional energy consumption level of shock-absorbing partition walls, providing a reference for the parametric design of shock-absorbing partition walls with variable friction energy consumption.

[0040] 2. Synergistically improve the seismic resilience of partition walls and structures

[0041] Given that shock-absorbing partition walls with variable friction energy dissipation can provide higher damping force and larger relative sliding displacement than existing technical solutions, the design method of shock-absorbing partition walls with variable friction energy dissipation provided by the present invention takes into account the impact of such shock-absorbing partition walls 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 systematic 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

[0042] FIG1 (a) is a schematic diagram showing a conventional technical solution in which a shock-absorbing layer (or energy-consuming unit) is provided on the top of the partition wall to improve the toughness of the partition wall;

[0043] FIG1( b ) is a schematic diagram showing a conventional technical solution in which a shock-absorbing layer (or energy-consuming unit) is provided in the middle of the partition wall to improve the toughness of the partition wall;

[0044] FIG1( c ) is a schematic diagram showing a conventional solution in which a shock-absorbing layer (or energy-consuming unit) is provided at the bottom of the partition wall to improve the toughness of the partition wall;

[0045] FIG2 is a typical friction damping force-sliding displacement curve diagram of a shock-absorbing partition wall with variable friction force energy dissipation provided by the present invention;

[0046] FIG3 is a schematic diagram of a typical structural form of a shock-absorbing partition wall with variable friction force energy dissipation provided in Example 1;

[0047] FIG4 is a schematic diagram of the outer frame of the shock-absorbing partition wall provided in Example 1 being a rigid body deformation;

[0048] FIG5 is a schematic flow chart of a design method for a shock-absorbing partition wall with variable friction energy dissipation provided in Example 2;

[0049] FIG6 is a simplified diagram of the stress analysis obtained by taking a single group of shock-absorbing partition walls 2 as the isolation body for stress analysis in Example 2;

[0050] FIG7( a ) is a schematic diagram of a typical structural form of a compression steel component provided in Example 2;

[0051] FIG7( b ) is a simplified mechanical diagram of a typical structural form of a compression steel component provided in Example 2;

[0052] FIG8 is a schematic diagram of a typical failure mode of a shock-absorbing partition wall with variable friction energy dissipation provided in Example 2;

[0053] FIG9 is a simplified diagram of the force analysis when the first partition board 21 of the single group of shock-absorbing partition walls 2 provided in Example 2 undergoes critical warping;

[0054] FIG10 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 2 in Example 3;

[0055] 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 member, 61-steel simply supported beam, 62-support pier, 63-load distribution beam, 64-round head bolt, 65-dish washer, 66-locating bolt, 7-horizontal force transmission clip, 8-local pad, 9-friction shock-absorbing layer, 101-shock-absorbing layer (or energy dissipation unit), 102-concrete bearing area after safety reduction, 103-top sliding driving point. DETAILED DESCRIPTION

[0056] It should be noted that the following detailed descriptions are exemplary and intended to provide further explanation of the present application, and therefore should not be understood as limiting the present invention.

[0057] Example 1

[0058] Based on a vibration-absorbing partition wall with variable frictional energy dissipation, this embodiment of the present invention proposes a parametric design method for this type of vibration-absorbing partition wall by considering its impact on the structure's added damping and seismic design. Furthermore, this type of vibration-absorbing partition wall features a shock-absorbing layer at its base, with variable frictional sliding energy dissipation driven by the top. The structure of this vibration-absorbing partition wall will be described in detail below.

[0059] A typical embodiment of a shock-absorbing partition wall with variable friction energy dissipation is shown in Figure 3, including an outer frame, a single group of shock-absorbing partition walls 2, shear connectors 3, a lower external reinforcement box 4, an upper external reinforcement box 5, an elastic member 6, a horizontal force transmission card 7, a local pad 8 and a friction shock-absorbing layer 9.Among them, 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. The left end and the right end 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 include, 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, a reliable connection can be achieved by butting two shear connectors 3 together and then applying welding. There are two lower external reinforcement boxes 4, which are respectively located at the lower left corner and the lower right corner of 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 103 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 by 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 gasket 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 clips 7, which are respectively located between the top sliding drive point 103 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, of which two are One side of the horizontal force transmission clip 7 is reliably connected to the left frame column 11 and the right frame column 12 respectively, and the contact relationship with the top sliding driving point 103 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 the contact relationship with the single group of shock-absorbing partition walls 2 is normal hard contact and tangential friction contact; the friction and shock-absorbing layer 9 is located at the top of the lower frame beam 14, and the bottom of the friction and 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.

[0060] The lower outer reinforcement box 4 , the upper outer reinforcement box 5 and the local pad 8 are all made of steel.

[0061] Example 2

[0062] Based on Example 1, this example provides a design method for a shock-absorbing partition wall with variable friction energy dissipation.

[0063] To facilitate understanding of the working mechanism, energy dissipation principle, and design method of a vibration-absorbing partition wall with variable friction energy dissipation, the present invention adopts the following assumptions and analysis methods:

[0064] (1) The peripheral frame is equivalent to a "rigid body + rotation hinge" model, as shown in Figure 4; the left frame column 11 in Figure 3 is equivalent to the AB segment rigid body in Figure 4; the left end range of the upper frame beam 13 in Figure 3 (extending from the interface between the left frame column 11 and the upper frame beam 13 to the right by a length of the beam height) is equivalent to the BC segment rigid body in Figure 4; the right end range of the upper frame beam 13 in Figure 3 (extending from the interface between the right frame column 12 and the upper frame beam 13 to the left by a length of the beam height) is equivalent to the BC segment rigid body in Figure 4. 4 ; the beam section obtained by deducting the left end range length and the right end range length from the total length of the upper frame beam 13 in FIG3 is the middle beam end, which is equivalent to the CD segment rigid body in FIG4 ; the right frame column 12 in FIG3 is equivalent to the EF segment rigid body in FIG4 ; the rotation hinge is located at the column base of the left frame column 11 and the right frame column 12 (corresponding to points A and F in FIG4 , respectively), and the interface between the end range and the middle beam end (corresponding to points C and D in FIG4 , respectively).

[0065] (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 inter-layer deformation under earthquake.

[0066] Furthermore, the design method of a vibration-absorbing partition wall with variable friction energy dissipation provided by the present invention is shown in FIG5 , and is now described as follows:

[0067] Step 1: Establish an empty frame structure model without seismic partition walls, and calculate and extract the inter-story shear force and inter-story displacement of the structure under earthquake action.

[0068] In this step, considering that the single-layer seismic isolation wall 2 is a self-supporting, non-structural component, its interaction with the surrounding frame is significantly minimized. Therefore, when determining the preliminary design parameters for the single-layer seismic isolation wall 2, the seismic isolation wall can be omitted from the model. In some embodiments of the present invention, the calculation methods for inter-story shear force and inter-story displacement are consistent with existing design methods. Based on project requirements, the base shear method, time history analysis method, pushover method, etc. can be used for solution and calculation.

[0069] 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 project requirements, determine the expected additional damping ratio ξ provided by the seismic partition wall for the structure a0 .

[0070] In this step, 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 2 should not be too high. The energy dissipation and shock reduction goals should be achieved by arranging a single set of shock-absorbing partition walls 2 evenly and widely in the structure.

[0071] Furthermore, the elastic strain energy W of the structure in step 2 is e The calculation can be simplified as follows:

[0072] 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.

[0073] 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 reaches 2%, the expected additional damping ratio ξ provided by the seismic partition wall to the structure is a0 ≈2% for design.

[0074] Step 3: Based on the friction damping force-sliding displacement curve of a single set of shock-absorbing partition walls, establish the total friction hysteresis energy W of the shock-absorbing 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 using the relationship d .

[0075] In some embodiments of the present invention, step 3 specifically includes the following sub-steps:

[0076] Step 3.1: Draw the friction damping force-sliding displacement curve of a single set of seismic partition walls.

[0077] In some embodiments of the present invention, the friction damping force-sliding displacement curve is shown in FIG2 , where 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 ;

[0078] Furthermore, the friction damping force-sliding displacement curve can be determined by connecting 7 characteristic points end to end, including point 0 and points a to f; the point 0 is the coordinate point 0; the point a is the characteristic point when the single group 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 a single set of shock-absorbing partition walls 2; point b is the sliding displacement Δ of a single set of shock-absorbing partition walls 2 from point a to the positive target sliding displacement H The feature points, corresponding coordinates are (Δ H ,F Hu1 ), F Hu1 is the friction damping force of the single group of shock-absorbing partition walls 2 in this state; the point c is the sliding displacement of the single group 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 group of shock-absorbing partition walls 2 in this state; the point d is the characteristic point of the single group 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 group of shock-absorbing partition walls 2 in this state; the point e is the sliding displacement of the single group 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 more details), the corresponding coordinates are (-Δ H ,-F Hu1 ), -F Hu1 is the friction damping force of the single group of shock-absorbing partition walls 2 in this state; the point f is the sliding displacement of the single group of shock-absorbing partition walls 2 from the negative target to -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 is the friction damping force of the single group of shock-absorbing partition walls 2 in this state; F Hu1 and F Hu2 They can be defined as the first friction damping force and the second friction damping force of a single group of shock-absorbing partition walls 2 respectively;

[0079] 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.

[0080] Assuming that the partition boards (21-26) of a single set of shock-absorbing partition walls 2 are reliably bonded and do not slide relative to each other, a force analysis is performed using the single set of shock-absorbing partition walls 2 as an isolation body. A simplified diagram of the force analysis is shown in FIG6 .

[0081] Refer to Figure 6. When the structure is subjected to the rightward earthquake force, the forces acting on the single set of shock-absorbing partition walls 2 after sliding include: self-weight G w , the deadweight G w The weight of the single group of shock-absorbing partition walls 2, the weight of the shear connector 3, the weight of the lower outer reinforcement box 4, the weight of the upper outer reinforcement box 5, and the weight of the elastic member 6 must be considered; the vertical pressure F of the elastic member 6 on the single group of shock-absorbing partition walls 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 103 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 drive point 103 S2 ; Normal force F provided by local pad 8 and friction damping layer 9 N and the tangential friction force F S1 .

[0082] 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 structure under the action of earthquake force transmitted to the single group of shock-absorbing partition walls 2 through the peripheral frame, horizontal force transmission clip 7, and top sliding drive point 103; the contact relationship between the horizontal force transmission clip 7 and the top sliding drive point 103 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: F H =F S1 F S2 =μ 2S F H

[0083] Furthermore, the normal force F provided by the local pad 8 and the friction damping layer 9 to the single group 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 ; the F N1 The normal force on the bottom surface of the lower outer reinforcement box 4 on the left side in FIG6 is applied; the F N2 The normal force on the bottom surface of the lower outer reinforcement box 4 on the right side in FIG6 is applied; the F N3F is the normal force on the bottom surface of the single group of shock-absorbing partition walls 2 in FIG6 after removing the two lower outer reinforcement boxes 4; N =F B +F S2 +G w F N =F N1 +F N2 +F N3

[0084] 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: F N1 =η1F N F N2 =η2F N F N3 =η3F N

[0085] In this formula, η1+η2+η3=1 always holds; η1 is the normal force distribution coefficient for the bottom surface of the lower outer reinforcement box 4 on the left side of Figure 6; η2 is the normal force distribution coefficient for the bottom surface of the lower outer reinforcement box 4 on the right side of Figure 6; and η3 is the normal force distribution coefficient for the bottom surface of the single-unit seismic partition wall 2 in Figure 6 excluding 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.

[0086] Furthermore, the tangential friction force F provided by the local pad 8 and the friction damping layer 9 to the single group 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: F S1 =μ 1S F N1 +μ 1S F N2 +μ 1C F N3

[0087] Where μ 1S and μ 1CThey are respectively the friction coefficient between the outer reinforcement box 4 and the local pad 8 in the lower part of a single set of shock-absorbing partition walls, and the friction coefficient between the concrete and the friction shock-absorbing layer.

[0088] Combining the above formulas, when the single set of shock-absorbing partition walls 2 slides from point 0 to the positive target sliding displacement, corresponding to point b in Figure 2, the first friction damping force of the single set of shock-absorbing partition walls can be obtained as: κ=μ 1S η1+μ 1S η2+μ 1C η3

[0089] Where κ is the calculation coefficient of the first friction damping force.

[0090] When the single-group shock-absorbing partition wall 2 slides from the negative target sliding displacement to point 0, corresponding to point f in Figure 2, the second friction damping force of the single-group shock-absorbing partition wall can be obtained as: κ'=μ 1S η'1+μ 1S η'2+μ 1C η'3

[0091] Where, 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 the vertical stiffness of the 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 actual frame deformation mechanism; 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 outer reinforcement box 4 and the local pad 8 in the lower part of the single group of shock-absorbing partition walls 2, and the friction coefficients between the concrete and the friction and shock-absorbing layer 9; 2Sis the friction coefficient between the top sliding driving point 103 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 of the two corners of the bottom surface of the partition wall when the single-group shock-absorbing partition wall 2 slides from 0 point to the positive (or negative) target sliding displacement; η3 is the normal force 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 0 point to the positive (or negative) target sliding displacement; η'1 and η'2 are the normal force distribution coefficients of 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 0 point; 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 0 point, 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.

[0092] Step 3.2: Calculate the target sliding displacement Δ of the seismic isolation wall 2 H .

[0093] Refer to the following formula to calculate the sliding displacement Δ of a single group of shock-absorbing partition walls 2 w Relationship with the inter-story displacement angle of the peripheral frame:

[0094] Where, Δ H is the target sliding displacement of a single group 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 103.

[0095] Step 3.3: Calculate the friction hysteresis energy dissipation of the seismic isolation wall 2.

[0096] The friction hysteresis energy W d It is the restoring force hysteresis loop of all single groups of shock-absorbing partition walls 2 in the structure (refer to Figure 2) when the relative sliding displacement is Δ H The sum of the areas when , can be calculated as follows: W d =∑W d,i =∑(2F H0,i +F Hu1,i +F Hu2,i )Δ H,i F H0,i =nF H0 F Hu1,i =nF Hu1 F Hu2,i =nF Hu2

[0097] Where W d,iis the total friction hysteresis energy dissipated by 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 F is the sliding force of the i-th layer of the single group of shock-absorbing partition walls 2, which is calculated based on the sliding friction coefficient and the deadweight of the single group of shock-absorbing partition walls 2; 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 groups of 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.

[0098] 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 simultaneous comparison, 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:

[0099] In some embodiments of the present invention, due to the interlayer shear force Q i and inter-story displacement Δ i It is obtained based on the empty frame model without considering the contribution of the seismic partition wall to the lateral force. Therefore, in step 4, the first friction damping force of each layer of seismic partition wall can be superimposed on the corresponding structural interlayer shear force 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 expected design goal is still met, proceed to the next step; otherwise, repeat steps 1 to 4 until the expected design goal is met.

[0100] Step 5: Design the elastic member 6 based on the friction damping force requirement determined for the aforementioned single group of shock-absorbing partition walls 2 and taking into account the elastic deformation requirement of the elastic member 6 .

[0101] In some embodiments of the present invention, the specific structural form of the elastic member 6 includes a compression rubber pad or a compression steel assembly, etc., which can be selected according to the actual application scenario and engineering requirements. For the compression 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 compression steel assembly structure, its durability and stability are better than the compression rubber pad structure. Therefore, Example 1 provides an appearance diagram and mechanical diagram of the compression steel assembly structure (Figure 7), and uses this as an example to demonstrate the design method, with specific reference to the following sub-steps:

[0102] Step 5.1: Calculate the theoretical required vertical stiffness K of the elastic member 6 B .

[0103] Combining steps 3 and 4, the vertical pressure F of the elastic member 6 on the single group of shock-absorbing partition walls 2 that meets the expected design goal can be obtained. B The required value is K, so the vertical stiffness theoretical required value of the elastic member 6 is B It can be calculated by referring to the following formula:

[0104] Where, F B The vertical pressure of the elastic member 6 on the single group of shock-absorbing partition walls 2 can be determined by step 4. is the inter-story displacement angle of the peripheral frame where the single group 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 deformation mechanism of the rigid frame and the deformation mechanism of the actual frame. In some embodiments of the present invention, λ can be 0.5 to 0.8.

[0105] Step 5.2: Calculate the actual design value K of the vertical stiffness of the elastic member 6 B,d .

[0106] The actual design value K of the vertical stiffness that the elastic member 6 can provide is B,d It can be calculated by referring to the following formula:

[0107] 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. The basic requirement can be determined by step 4.

[0108] It can be found that the actual design value K of the vertical stiffness that the elastic member 6 can provide is B,dIt 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 simply supported steel beam 61). Therefore, when the vertical stiffness that the elastic member 6 can provide is the actual design value K B,d If the above requirements are not met, the geometric parameters and dimensions of the elastic member 6 should be redesigned to meet the above requirements.

[0109] Step 5.3: Calculate the maximum elastic deflection Δ that the elastic member 6 can provide y .

[0110] 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 simply supported steel beam 61 within the elastic range y Still should 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:

[0111] Where, 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 simply supported steel beam 61; is the inter-story displacement angle of the peripheral frame where the single group 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 deformation mechanism of the rigid frame and the deformation mechanism of the actual frame. In some embodiments of the present invention, λ can be 0.5 to 0.8.

[0112] 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 elastic member 6 can provide the maximum elastic deflection Δ y Less than the maximum downward deflection of the elastic member 6 of a single group of shock-absorbing partition walls 2 at the corresponding inter-story displacement angle When the design requirements are met, the geometric parameters and dimensions of the elastic member 6 or the materials used should be readjusted. If necessary, steps 5.2 and 5.3 should be repeated to redesign the elastic member 6 until the design requirements are met.

[0113] Step 6: Design the shear connector 3 based on the friction damping force requirement determined for the aforementioned single group of seismic partition walls 2.

[0114] The present invention provides a method for designing a shear connector 3, the purpose of which is to avoid the occurrence of partition board warping and relative sliding deformation between partition boards in a single group of shock-absorbing partition walls 2 during the working stage through design. It should be noted that based on finite element numerical simulation, a shock-absorbing partition wall with variable friction energy dissipation as shown in Figure 3 was found. When the shear bearing capacity of the connections between all shear connectors 3 in a single group of shock-absorbing partition walls 2 is the same, the connection between the shear connector 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 connections between all shear connectors 3 is low at this time, the first partition board 21 will warp and deform relative to the second partition board 22 (Figure 8). Based on the above failure model, Figure 9 shows a simplified diagram of the force analysis when the first partition board 21 undergoes critical warping. To simplify the calculation, in this step, it is assumed that the friction contact relationship between the single group of shock-absorbing partition walls 2 and the friction damping layer 9 is concrete-friction damping layer contact. Therefore, the friction coefficient μ between the concrete-friction damping 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 as follows:

[0115] Where, F Hu1 is the first friction damping force of a single set of shock-absorbing partition walls 2; h w μ is the distance from the bottom surface of a single set of shock-absorbing partition walls 2 to the top sliding driving point 103; 2S b is the friction coefficient between the top sliding driving point 103 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 a 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 wall 21 to the bottom surface of the partition wall; β is the safety reserve factor, which is 0.7 to 0.9 in some embodiments of the present invention;

[0116] It can be found that the maximum critical shear force V obtained by the above formula when the critical warping of the first partition wall 21 occurs 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 shear connectors 3 are arranged according to the typical structure of Figure 3, the shear bearing capacity V of the connection between the shear connectors 3 in the single group of shock-absorbing partition walls 2 to achieve reliable connection is s The following relationship should be satisfied: V s ≥ψV

[0117] Wherein, ψ is the shear force adjustment coefficient at the connection between single shear connectors, and in some embodiments of the present invention, it may be 0.6;

[0118] Step 7: Based on the friction damping force requirement determined for the aforementioned single group of shock-absorbing partition walls 2, damage control calculations are performed on the concrete wall panels near the lower outer reinforcement box 4 of the single group of shock-absorbing partition walls 2.

[0119] When the single group 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 group of shock-absorbing partition walls 2). w Therefore, the single-unit shock-absorbing partition wall 2 will experience a certain degree of warping, causing damage to the concrete corners of the single-unit shock-absorbing partition wall 2 due to stress concentration. Providing a lower external reinforcement box 4 for the single-unit shock-absorbing partition wall 2 is an effective way to solve this problem. However, damage control calculations must still be performed on the concrete wall panels near the lower external reinforcement box 4. The calculation method is based on the following formula: σ c ≤[αf c ]

[0120] Where 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, which can be 0.7 in some embodiments of the present invention; 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 group of shock-absorbing partition walls 2; μ 2S is the friction coefficient between the top sliding driving point 103 and the horizontal force transmission clamp 7 in a single set of shock-absorbing partition walls 2; ω is the area reduction coefficient for damage control calculation 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;

[0121] Step 8: Based on the friction damping force requirement determined for the aforementioned single group of seismic partition walls 2, the parametric design of the single group of seismic partition walls 2 can be completed after completing the connection design between the elastic members 6 and the shear connectors 3 and the damage control verification of the concrete wall panels near the lower external reinforcement box 4.

[0122] Example 3

[0123] To further demonstrate the beneficial effects and feasibility of the present invention, this embodiment, based on the structure of Figure 3, conducted finite element numerical modeling analysis on a single-group seismic partition wall 2-steel frame sample specimen with one layer and one span, and completed the parametric design process of the single-group seismic partition wall 2 according to the following content and steps.

[0124] 1. Overview

[0125] 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 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 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 widening the beam flange. The structural design meets the requirements of "strong column and weak beam", the slenderness ratio limit of the column and the seismic calculation of the beam-column node domain.

[0126] 2. Key parameters

[0127] Table 1 Parameters of seismic partition walls determined according to expected design objectives

[0128] 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; among them, the expected additional damping ratio ξ 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 determined to be no less than 2%.

[0129] 3. Design Process

[0130] Step 1:

[0131] In this example, a single-story, single-span steel frame specimen without a single set of seismic partition walls (hereinafter referred to as the uncontrolled specimen) was constructed using the general finite element software ABAQUS. To determine the interstory shear force of the uncontrolled specimen at a 2% interstory drift angle, the corresponding interstory displacement at a 2% interstory drift angle was applied to the uncontrolled specimen. According to the finite element numerical simulation results, the uncontrolled specimen exhibited an interstory shear force Q of 823 kN and an interstory drift Δ of 56 mm.

[0132] Step 2:

[0133] In this embodiment, the expected additional damping ratio ξ a0According to the determination that the additional damping ratio provided by the single group of seismic partition walls 2 for the sample specimen is not less than 2.0% when the sample specimen has a 2.0% inter-story drift angle; further, according to the numerical simulation calculation results of step 1, the structural elastic strain energy W e =23044kN·mm.

[0134] Step 3:

[0135] In this embodiment, the key characteristic points of the friction damping force-sliding displacement curve of a single group 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 =47.13kN; further, according to the relationship between the inter-story drift angle of the single-group seismic isolation wall 2 and the peripheral frame, the target sliding displacement Δ of the single-group seismic isolation wall 2 at a 2% inter-story drift 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, as shown by the dotted line in Figure 10; further, the friction hysteresis energy W of the shock-absorbing partition wall 2 is calculated according to formula (1): d =6479.29kN·mm.

[0136] Step 4:

[0137] Substituting the obtained structural elastic strain energy and the friction hysteresis energy of the shock-absorbing partition wall 2 into formula (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;

[0138] Furthermore, this embodiment intends to consider the contribution of the lateral force 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 =25264.68kN·mm; further, the additional damping ratio ξ' is calculated by comparison and correction 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 goals.

[0139] Step 5:

[0140] In this embodiment, the elastic member 6 adopts the compression steel assembly structure described in Example 1 (as shown in FIG7 ). 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, yield strength f y =1375MPa), section thickness t=15mm, section width b=150mm, effective span L=280mm.

[0141] Step 6:

[0142] This embodiment is described by setting three sets of welded shear connectors 3 between partition boards (as shown in Figure 3). According to equations (6) and (7), the critical shear force between the partition boards can be obtained as 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 during the working stage of a single set of shock-absorbing partition walls 2.

[0143] Step 7:

[0144] In this embodiment, the single group of shock-absorbing partition walls 2 is to be selected from 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 shock-absorbing partition wall 2 is 10mm, and the projection area of ​​the corner outer reinforcement box is A c =60000mm 2 Furthermore, damage control calculations were performed on the concrete near the reinforced box at the corner of the single-group seismic partition wall according to equations (8) and (9), and it was found that σ c ≤[0.7f c ], meeting the damage control verification requirements.

[0145] Step 8:

[0146] Complete the design of a shock-absorbing partition wall with variable friction energy dissipation.

[0147] 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 (as shown by the solid line in Figure 10); further, it is compared with the theoretical friction damping force-sliding displacement curve provided by the present invention, and 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.

[0148] Although the above describes the specific embodiments of the present invention in conjunction with the accompanying drawings, it is not intended to limit the scope of protection of the present invention. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art on the basis of the technical solution of the present invention without any creative work 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 disposed within the outer frame; an upper outer reinforcement box and a lower outer reinforcement box are respectively disposed at the corners of the top and bottom ends of the shock-absorbing partition wall; an elastic member is disposed between the upper outer reinforcement box and the outer frame; a local pad is disposed 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 panels, and shear connectors are disposed between adjacent partition panels; the method comprises the following steps: Step 1: Establish a hollow 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: Based on the friction damping force-sliding displacement curve of a single set of shock-absorbing partition walls, establish the total friction hysteresis energy W of the shock-absorbing 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 using 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 F is the sliding force of the single group of shock-absorbing partition walls on the i-th floor, calculated based on the sliding friction coefficient and the deadweight of the single group of shock-absorbing partition walls; 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 group of shock-absorbing partition walls; Step 4: Calculate the additional damping ratio ξ provided by the seismic partition wall to the structure a , and calculate the additional damping ratio ξ a Compared with the expected additional damping ratio ξ a0 By simultaneous comparison, if the expected design goal is met, then a ≥ξ a0 Then determine the first friction damping force F of a single group 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 based on the vertical pressure and elastic deformation requirements of the elastic components in a single set of seismic partition walls. The actual design value of the vertical stiffness of the elastic components is K. B,d and elastic deformation demand Δ y The following formulas 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 For elastic parts Vertical pressure on seismic partition walls; L is the inter-story displacement angle of the outer frame where a single set of seismic partition 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 actual frame deformation mechanism; Step 6: According to the first friction damping force F of a single group 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 calculations on the concrete wall panels near the outer reinforcement box at the bottom of the single group 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, 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 displacement 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 horizontal coordinate of the friction damping force-sliding displacement curve of the single group of shock-absorbing partition walls in step 3 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 It is determined by multiple characteristic points on the friction damping force-sliding displacement curve of a single group of shock-absorbing partition walls.

5. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 4, characterized in that: 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, corresponding coordinates are (Δ H ,F Hu1 ), F Hu1 is the friction damping force of a single group of shock-absorbing partition walls in this state; point c is the sliding displacement of a single group of shock-absorbing partition walls from the positive target Δ H The characteristic point of the transformation occurs when the point slides back to point 0. At this time, 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 group of shock-absorbing partition walls in this state; point d is the characteristic point of a single group 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 group of shock-absorbing partition walls in this state; point e is the sliding displacement of a single group 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 group of shock-absorbing partition walls in this state; point f is the sliding displacement of a single group of shock-absorbing partition walls from negative to target -Δ H The feature point that changes when the point 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.

6. 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: κ=μ 1S η1+μ 1S η2+μ 1C η3 κ'=μ 1S η'1+μ 1S η'2+μ 1C η'3 Where, 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 and 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 clip; 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.

7. 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.

8. 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 Structural design is carried out based on the requirements and elastic deformation requirements of elastic parts.

9. The design method of a vibration-absorbing partition wall with variable friction energy dissipation according to claim 1, characterized in that: The shear bearing capacity V of the shear connector described in step 6 s The control goal is to prevent the partition boards from warping and relative sliding deformation between the partition boards in a single group of shock-absorbing partition walls. The shear bearing capacity V s To meet V s ≥ψV Where ψ is the shear force 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 sliding driving point at the top of a single set of shock-absorbing partition walls and the horizontal force transmission components; 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 group 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 board; G w1 G is the gravity of the first partition board in a single set of shock-absorbing partition walls; w For single group shock absorption Total gravity of the partition wall; μ 1C is the friction coefficient between the concrete and the 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.

10. The design method for a vibration-absorbing partition wall with variable friction energy dissipation according to any one of claims 1 to 9, characterized in that: The damage control calculation method for the seismic partition wall described in step 7 is based on the premise that the concrete inside the reinforced box at the corner of the seismic partition wall will not be damaged before the concrete outside the reinforced box. The calculation method is: σ c ≤[αf c ] Where, 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 for damage control calculation of concrete wall panels; 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 components; Hu1 is the first friction damping force of a single group of seismic partition walls; ω is the area reduction coefficient for damage control calculation of concrete wall panels; A c F is the projected 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 is the total gravity of a single set of shock-absorbing partition walls.

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