Design method and design device for building toughening diagonal bracing system

Abstract

The invention relates to the technical field of building supporting structures, and provides a design method and a design device for a building toughening diagonal bracing system. The design method comprises the following steps: constructing a building toughening diagonal bracing system model; according to the geometrical characteristics and the geometrical parameters of the building toughening diagonal bracing system model and the relation between the shear bearing capacity of the shear type damper and the buckling bearing capacity of the cross type diagonal bracing, a strength-based aseismic design scheme of the building toughening diagonal bracing system in the preset failure mode is determined; according to the geometrical characteristics and the out-of-plane deformation mode of the building toughening diagonal bracing system model, determining a temperature design scheme of the building toughening diagonal bracing system based on out-of-plane deformation; and re-checking whether the out-of-plane deformation space of the cross-type inclined strut at the lowest temperature and the energy consumption and failure modes at the highest service temperature meet the corresponding preset requirements or not. Through an anti-seismic design scheme and a temperature-based design scheme, the output building toughening diagonal bracing system can guarantee that the service safety is met in high-intensity and high-altitude areas.

Description

Technical Field

[0001] This application relates to the field of building support structure design technology, and in particular to a design method and design device for a building toughening bracing system. Background Technology

[0002] In areas with seismic intensity of 8 degrees or higher, building structures require seismic isolation or damping design to mitigate component damage caused by strong earthquakes. Seismic isolation design typically involves installing energy-dissipating devices (such as dampers) in certain parts or components of the building structure. These dampers dissipate a significant amount of seismic energy through plastic deformation under seismic loads, thereby reducing the building structure's seismic response and minimizing component damage. For example, some engineering projects incorporate steel bracing systems with energy-dissipating devices to reduce the building structure's seismic response. To avoid the steel bracing system occupying interior space, some projects place it on the perimeter of the building, thus increasing the overall seismic resistance of the building structure while preserving interior space.

[0003] However, some high-intensity seismic zones are also high-altitude areas, such as the Northwest Plateau. Due to the unique extreme temperature environment of high-altitude areas and the temperature sensitivity of steel, the service safety of building exterior steel support systems is easily affected by ambient temperature. For example, under temperature changes, the steel support system is prone to deformation, which generates a temperature stress field within the support system, thereby affecting the service safety of the steel support system.

[0004] Therefore, it is necessary to propose a design method for steel support systems to improve the service safety of steel support systems in high-intensity and high-altitude areas. Summary of the Invention

[0005] This application provides a design method and design device for a building toughening bracing system to solve the technical problem that the service safety of existing support systems in high-intensity and high-altitude areas is easily affected by the coupling of seismic intensity and ambient temperature.

[0006] To address the aforementioned problems, this application provides a design method for a building toughening bracing system. The building toughening bracing system is an out-of-plane deformable bracing system, comprising load-bearing components, energy-dissipating components, and a single planar frame. The load-bearing components employ cross-type bracing, which includes two upper cross-type bracings and two lower cross-type bracings. The energy-dissipating components employ shear dampers located at the intersection of the two upper cross-type bracings and the two lower cross-type bracings. The single planar frame includes frame columns and frame beams. The design method includes:

[0007] Step S1: Construct a model of a building toughening bracing system;

[0008] Step S2: Based on the geometric characteristics and parameters of the toughened building brace system model, and the relationship between the shear bearing capacity of the shear damper and the buckling bearing capacity of the cross brace, determine the strength-based seismic design scheme of the toughened building brace system under a preset failure mode, so that the shear damper can fully dissipate energy before the cross brace fails; the geometric parameters include the length dimensions of the upper and lower braces and the distance from the surface of the shear damper; the seismic design scheme includes the cross-sectional dimensions of the cross brace and the thickness of the web of the shear damper.

[0009] Step S3: Based on the geometric characteristics and out-of-plane deformation mode of the building toughening brace system model, determine the temperature design scheme of the building toughening brace system based on out-of-plane deformation; the temperature design scheme includes the design of the out-of-plane displacement and out-of-plane angle after deformation of the cross brace.

[0010] Step S4: Verify whether the out-of-plane deformation space of the cross-type brace is sufficient at the lowest service temperature, and whether the energy dissipation and failure mode of the shear damper at the highest service temperature are web shear energy dissipation and web shear failure of the shear damper; if yes, output the building toughened brace system model; if no, re-determine the seismic design scheme and / or the temperature design scheme.

[0011] This application also provides a design device for a building toughening bracing system, wherein the building toughening bracing system is an out-of-plane deformable bracing system, including a load-bearing component, an energy-dissipating component, and a single planar frame. The load-bearing component adopts a cross-type bracing, which includes two upper bracings and two lower bracings. The energy-dissipating component adopts a shear damper, which is located at the intersection of the two upper bracings and the two lower bracings. The single planar frame includes frame columns and frame beams. The design device includes:

[0012] The model building module is used to build models of building toughening bracing systems.

[0013] Based on the seismic design module, this module determines a strength-based seismic design scheme for the toughened building brace system under a preset failure mode, according to the geometric characteristics and parameters of the building's toughened brace system model, as well as the relationship between the shear bearing capacity of the shear damper and the buckling bearing capacity of the cross brace. This ensures that the shear damper can fully dissipate energy before the cross brace fails. The geometric parameters include the length dimensions of the upper and lower braces and the distance from the surface of the shear damper. The seismic design scheme includes the cross-sectional dimensions of the cross brace and the thickness of the web of the shear damper.

[0014] The temperature-based design module is used to determine the temperature design scheme of the building toughened bracing system based on out-of-plane deformation according to the geometric characteristics and out-of-plane deformation mode of the building toughened bracing system model; the temperature design scheme includes the design of the out-of-plane displacement and out-of-plane angle after deformation of the cross bracing.

[0015] The design verification module is used to verify whether the out-of-plane deformation space of the cross-type diagonal brace is sufficient at the lowest service temperature, and whether the energy dissipation and failure mode of the shear damper at the highest service temperature are web shear energy dissipation and web shear failure of the shear damper; if yes, the building toughened diagonal brace system model is output; if no, the seismic design scheme and / or the temperature design scheme are re-determined.

[0016] The application verification module applies the building toughening bracing system model output by the design composite module to the building model to be supported, and performs structural performance analysis and verification on the overall structure.

[0017] The beneficial effects of the embodiments of this application are as follows: The design method of the building toughening brace system provided in this application, after constructing the initial building toughening brace system model, further determines the strength-based seismic design scheme and the temperature-based out-of-plane deformation-based design scheme of the building toughening brace system under the preset failure mode. That is, it further designs the cross-sectional dimensions of the cross-type brace and the web thickness of the shear damper in the initially constructed building toughening brace system, so that the designed building toughening brace system can ensure service safety in high-intensity and high-altitude areas.

[0018] The design method of the building toughening bracing system provided in this application also includes applying the building toughening bracing system model output in step S4 to the model of the building to be supported, and then performing structural performance analysis and verification on the overall structure composed of the building and the building toughening bracing system model, thereby improving the comprehensive prevention capability of the building structure against multiple disasters and making the loss of the building structure controllable when encountering extreme temperatures and rare earthquakes. Attached Figure Description

[0019] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort. Wherein:

[0020] Figure 1 This is a flowchart of a design method for a building toughening bracing system provided in one embodiment of this application;

[0021] Figure 2This is a schematic diagram of the overall structure of a building toughening bracing system provided in an embodiment of this application;

[0022] Figure 3 This is a structural schematic diagram of the upper and lower diagonal braces in a building toughening bracing system provided in an embodiment of this application;

[0023] Figure 4 This is a top view of a building toughening bracing system provided in an embodiment of this application;

[0024] Figure 5 This is a bottom view of a building toughening bracing system provided in an embodiment of this application;

[0025] Figure 6 This is a partial structural schematic diagram of a shear damper in a building toughening bracing system provided in an embodiment of this application;

[0026] Figure 7 This is a front view of a building toughening bracing system provided in an embodiment of this application;

[0027] Figure 8 This is a schematic diagram of the out-of-plane deformation of a building toughening brace system provided in an embodiment of this application;

[0028] Figure 9 This is a front view of a shear damper in a building toughening bracing system provided in an embodiment of this application;

[0029] Figure 10 This is a flowchart of a design method for a building toughening bracing system provided in another embodiment of this application;

[0030] Figure 11 This is a structural block diagram of a design device for a building toughening bracing system provided in one embodiment of this application;

[0031] Figure 12 This is a schematic diagram of strain verification of the overall building structure using a building toughening bracing system provided in one embodiment of this application;

[0032] Figure 13 This is a schematic diagram of the cross-shaped brace structure in a building toughening bracing system provided in an embodiment of this application.

[0033] In the diagram: 11. Upper diagonal brace; 12. Lower diagonal brace; 2. Shear damper; 21. Web plate; 22. Flange plate; 23. Reinforcing rib; 31. Frame column; 32. Frame beam; 41. Upper gusset plate; 42. Middle gusset plate; 43. Lower gusset plate. Detailed Implementation

[0034] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. It is understood that the specific embodiments described herein are only for explaining this application and not for limiting it. Furthermore, it should be noted that, for ease of description, only the parts related to this application are shown in the accompanying drawings, not all structures. All other embodiments obtained by those skilled in the art based on the embodiments of this application without creative effort are within the scope of protection of this application.

[0035] In this document, the term "embodiment" means that a particular feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of this application. The appearance of this phrase in various places throughout the specification does not necessarily refer to the same embodiment, nor is it a separate or alternative embodiment mutually exclusive with other embodiments. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0036] Please see Figures 2 to 9 , Figure 8 This is a top view of a building toughened bracing system, with dashed lines representing the deformed upper braces. This application provides a design method for a building toughened bracing system, wherein the building toughened bracing system is an out-of-plane deformable brace. The building toughened bracing system includes load-bearing components, energy-dissipating components, and a single planar frame. The load-bearing components employ cross-type braces, which include two upper braces 11 and two lower braces 12. The energy-dissipating components employ shear dampers 2, located at the intersection of the two upper braces 11 and the two lower braces 12. The single planar frame includes frame columns 31 and frame beams 32. Two frame columns 31 and two frame beams 32 form a rectangular frame structure. Each of the two upper diagonal braces 11 is connected at one end to a single planar frame via an upper node plate 41, and at the other end to a shear damper 2 via a middle node plate 42. Each of the two lower diagonal braces 12 is connected at one end to a single planar frame via a lower node plate 43, and at the other end to a shear damper 2 via a middle node plate 42. The structure of the building's toughening diagonal bracing system is as follows: Figure 1 As shown. Of course, to prevent local buckling of the web 21 of the shear damper during stress, flange plates 22 can be added to the upper and lower ends of the shear damper 2, and reinforcing ribs 23 can be added to the middle. The structure of the shear damper 2 is as follows... Figure 9 As shown.

[0037] like Figure 1 As shown, the design method for the building toughening bracing system provided in this application includes the following steps:

[0038] Step S1: Construct a model of a building toughening bracing system;

[0039] The structure of the constructed building toughening bracing system model is as follows: Figure 2 As shown, it is an out-of-plane deformable bracing structure. It can be understood that the building toughening bracing system model constructed in this step mainly defines the structural composition, interconnections, length dimensions of the upper brace 11 and lower brace 12, and the distance from the surface of the shear damper 2. The cross-sectional dimensions of the upper brace 11, the lower brace 12, and the web thickness of the shear damper 2 in the building toughening bracing system can be calculated using the design scheme in step 2 to obtain preliminary design values.

[0040] Step S2: Based on the geometric characteristics and parameters of the building toughened brace system model, and the relationship between the shear bearing capacity of the shear damper and the buckling bearing capacity of the cross brace, determine the strength-based seismic design scheme of the building toughened brace system under the preset failure mode, so that the shear damper 2 can fully dissipate energy before the cross brace fails; the seismic design scheme includes the cross-sectional dimension design of the cross brace and the thickness design of the web of the shear damper.

[0041] After constructing an initial model of the building toughened bracing system in step S1, step S2 further performs strength-based seismic design on the initially constructed bracing system model. This involves determining the cross-sectional dimensions of the cross-bracing and the web thickness of the shear damper in the building toughened bracing system, ensuring that the shear damper 2 can sufficiently dissipate energy before the cross-bracing fails. Ensuring that the shear damper 2 can sufficiently dissipate energy before the cross-bracing fails means that, under seismic action, the energy-dissipating components in the building toughened bracing system under the seismic design scheme can effectively dissipate energy, thereby ensuring that the structural damage to the building toughened bracing system caused by earthquakes is controllable.

[0042] The geometric features of the building toughened bracing system model can be determined based on the structure of the building toughened bracing system model constructed in step S1. In some embodiments, step S2 may specifically include the following steps:

[0043] Step S11: Based on the geometric characteristics and geometric parameters of the building toughening brace system model, confirm the critical thickness of the web of the shear damper 2.

[0044] like Figures 2 to 5 As shown, the geometric features of the building toughened bracing system model include: two frame columns 31 and two frame beams 32 forming a rectangular frame structure; each frame column 31 forming a triangular structure with upper bracing 11 and lower bracing 12; one frame beam 32 forming a triangle with two upper bracing 11; and another frame beam 32 forming a triangle with two lower bracing 12. Furthermore, it satisfies... , , , The geometric parameters of the building toughening brace system model include the length dimensions of the upper brace 11 and the lower brace 12. , and the distance from the surface of the shear damper 2 These geometric parameters are known parameters that were defined when constructing the building toughening brace system model.

[0045] In some embodiments, step S11 may specifically include the following steps:

[0046] Step S111: Based on the geometric characteristics and parameters of the building toughening brace system model, determine the relationship between the axial force requirements of the upper brace 11 and the lower brace 12 and the shear force requirements of the shear damper 2:

[0047] ,

[0048] in, To meet the axial force requirements of the upper diagonal brace 11, To meet the axial force requirements of the lower diagonal brace 12, To meet the shear force requirements of shear damper 2, The length of the upper diagonal brace 11 The length of the lower diagonal brace 12. To support the height of the system, The height is the point where the upper diagonal brace 11 and the lower diagonal brace 12 meet.

[0049] Step S112: Based on the relationship between the axial force requirement and buckling bearing capacity of the cross-bracing at the buckling critical state, and the relationship between the buckling bearing capacity of the cross-bracing and the shear force requirement of the shear damper 2, determine the shear force requirement of the shear damper 2. :

[0050] ,

[0051] in, The buckling capacity of the upper diagonal brace 11, The buckling capacity of the lower diagonal brace 12, At that time, the upper diagonal brace buckled at 11 degrees. At that time, the lower diagonal brace buckled by 12.

[0052] It should be noted that when the cross-type diagonal brace yields, it reaches its upper limit of axial force requirement; correspondingly, the shear force requirement of the shear type damper 2 also increases. Buckling bearing capacity of the upper diagonal brace 11 in the cross-type diagonal brace Or the buckling capacity of the lower diagonal brace 12 Decision. Shear force requirement of shear damper 2. The calculation formula can be obtained by combining the two formulas in step S111.

[0053] Step S113: Based on the force characteristics of the shear damper 2, which is mainly subjected to shear energy dissipation through the web 21, determine the shear bearing capacity of the shear damper 2. :

[0054] ,in, The ultimate shear strength of the web 21 of the shear damper 2 is given. The thickness of the web 21 of the shear damper 2 is given. The height of the web 21 of the shear damper 2;

[0055] Step S114: Determine the critical thickness of the web 21 based on the critical energy dissipation mode of the building toughening bracing system. In the critical energy consumption mode The critical thickness of the web 21 The calculation formula is:

[0056] ,in, ,

[0057] , The upper diagonal brace 11 is used as the stability coefficient for the axially compressed member. The lower diagonal brace 12 is used as the stability coefficient for the axially compressed member. The buckling strength of the upper diagonal brace 11, Let be the cross-sectional area of ​​the upper diagonal brace 11. Let be the radius of rotation of the upper diagonal brace 11. The buckling strength of the lower diagonal brace 12 is... Let be the cross-sectional area of ​​the lower diagonal brace 12. Let be the radius of rotation of the lower diagonal brace 12.

[0058] It should be noted that in the critical energy dissipation mode, the shear bearing capacity of the shear damper 2 in the toughened bracing system is equal to the shear demand. That is, when the web 21 of the shear damper 2 reaches the ultimate shear strength, the cross bracing buckles. Therefore, in the critical energy dissipation mode... .

[0059] Critical thickness of web 21 of shear damper 2 The calculation formula can be specifically based on the shear force requirements of the shear damper 2. The calculation formula and the shear bearing capacity of shear damper 2 The calculation formulas are obtained by combining them.

[0060] Step S12: Based on the critical thickness of the web 21 and the preset failure mode, confirm the design thickness of the web 21 of the shear damper 2.

[0061] It should be noted that the failure modes of out-of-plane deformable braces generally include shear failure of the web 21 of the shear damper 2 or buckling failure of the cross brace. Shear failure of the web 21 of the shear damper 2 concentrates seismic damage on the damper components, making it an ideal failure mode with lower post-earthquake replacement costs and greater ease of construction. Therefore, the preset failure mode can include shear failure of the web 21 of the shear damper 2. That is, the cross-sectional dimensions of the cross brace and the design thickness of the web 21 of the shear damper 2 are designed based on the critical thickness of the web 21 and the ideal failure mode.

[0062] In this embodiment, the cross-bracing in the building toughening bracing system can be made of steel, while the shear damper can be made of mild steel, ensuring that the shear damper 2 has superior shear energy dissipation characteristics. For example, when constructing the model, the height H of the out-of-plane deformable bracing involved can be defined. bs The length is 6.0m (5.8m after deducting the size of the damper), the width is 4.0m, and the out-of-plane angle α is 0.257rad. Considering architectural aesthetics and the requirements of the prototype building, the cross-bracing design uses a lower brace 12 with a longer length than the upper brace 11. The upper brace 11 has a length L... b,up It is 3.10m long, with a lower diagonal brace of length L12. b,low It is 3.93m. For example... Figure 13 As shown, the upper diagonal brace 11 and the lower diagonal brace 12 adopt a box-shaped cross-section with the same uniform thickness, made of Q345 steel, and the cross-section is a ribbed square. The relevant parameters of the cross-sectional dimensions of the cross-type diagonal brace obtained by the seismic design scheme are: side length H br =B br， Both are 150mm thick, with a thickness of t. br It is 8mm.

[0063] When constructing the model, the damper components can be defined as using Q235 steel, the total height of the shear damper 2 is 400mm, the thickness of the upper and lower flange plates 22 and the reinforcing ribs 23 is 12mm, and the actual height h of the web plate 21 is... w The cross-section of the upper diagonal brace 11 is 364 mm, and the width of the web 21 is 200 mm. Since the cross-sections and materials of the upper diagonal brace 11 and the lower diagonal brace 12 are the same, their bearing capacity is determined only by the length of the brace. The lower diagonal brace 12 is longer and has a larger slenderness ratio, resulting in a smaller stability coefficient. Therefore, the buckling bearing capacity of the lower diagonal brace 12 is lower than that of the upper diagonal brace 11. According to the "Standard for Design of Steel Structures" (GB 50017-2017), the stability coefficient φ of the lower diagonal brace 12 is calculated to be 0.589, and the buckling bearing capacity of the lower diagonal brace 12 is 1025.4 kN. The ultimate shear strength of the shear damper 2... The critical thickness of the damper web 21 is calculated to be 215 MPa. The thickness is 19.3 mm. In the designed building toughening bracing system, if the web 21 thickness of the shear damper 2 is... satisfy Shear damper 2 can dissipate energy before the cross brace buckles, acting as the first line of defense to absorb seismic energy and control damage. This energy is concentrated in shear damper 2, ultimately leading to shear failure of the web 21 of shear damper 2, thus reducing seismic damage to the overall structure of the toughened bracing system. Conversely, if the cross brace buckles during the energy dissipation process of shear damper 2, eventually leading to buckling failure of the cross brace, it will weaken the energy dissipation capacity of the overall structure of the toughened bracing system and significantly increase post-earthquake repair costs. Therefore, it is necessary to ensure that the thickness is not greater than the critical thickness. In this case, a reasonable web plate 21 thickness should be selected based on the common steel plate thickness range, such as 12mm, 14mm, or 16mm. In this embodiment, the seismic design scheme can select 16mm as the thickness of the damper web plate 21.

[0064] In addition, it should be noted that, such as Figure 5 As shown, when the in-plane projection length of the cross-type diagonal brace remains constant, the length of the lower diagonal brace 12 is... It increases with the increase of the out-of-plane angle α, therefore The energy dissipation capacity of the bracing system will decrease to some extent as α increases. "In-plane" refers to the cross-bracing not protruding from the single planar frame, meaning the cross-bracing and the single planar frame are in the same plane; "out-of-plane" refers to the cross-bracing extending outwards at an angle, i.e., the shear damper 2 is not in-plane, and correspondingly, the cross-bracing also protrudes outwards at the intersection.

[0065] Step S3: Based on the geometric characteristics and out-of-plane deformation mode of the building toughening brace system model, determine the temperature design scheme of the building toughening brace system based on out-of-plane deformation; the temperature design scheme includes the design of the out-of-plane displacement and out-of-plane angle after deformation of the cross brace.

[0066] The out-of-plane deformation modes of the cross-type diagonal brace include an outward deformation mode due to thermal expansion and an inward deformation mode due to cooling contraction. In some embodiments, step S3 may specifically include the following steps:

[0067] Step S31: Based on the thermal expansion properties of the material of the cross-shaped diagonal brace, calculate its length after out-of-plane deformation. The calculation formula is as follows:

[0068] ,

[0069] ,in, The length of the upper diagonal brace 11 after out-of-plane deformation. The length of the lower diagonal brace 12 after out-of-plane deformation. The coefficient of linear expansion is 1 / 3. This represents the magnitude of the change in ambient temperature relative to the initial temperature.

[0070] Step S32: Based on the geometric relationship between the building toughening brace system before and after out-of-plane deformation, calculate the distance from the surface of the shear damper 2 after out-of-plane deformation; the expression for the geometric relationship between the building toughening brace system before and after out-of-plane deformation is:

[0071] or ,in, The distance from the surface of the shear damper 2 before out-of-plane deformation. , The distance between the intersection point and frame column 31. The distance from the surface of the shear damper near the upper diagonal brace after out-of-plane deformation is the distance from the surface. The distance from the surface of the shear damper near the lower diagonal brace after out-of-plane deformation is the distance from the surface. and The calculation formula is:

[0072] ,

[0073] .

[0074] During out-of-plane deformation, the projected length of the cross-type diagonal brace remains unchanged, thus allowing us to derive the expression for the geometric relationship between the building toughening diagonal brace system before and after out-of-plane deformation.

[0075] Step S33: Based on the geometric relationship between the building toughening brace system before and after out-of-plane deformation, calculate the out-of-plane displacement and out-of-plane angle of the cross-shaped brace after deformation. The out-of-plane displacement of the upper brace 11 of the cross-shaped brace... 12-plane outward displacement of the lower diagonal brace , Upper diagonal brace 11 deformation rear outer angle and the outer angle after the deformation of the lower diagonal brace 12 The calculation formulas are as follows:

[0076] ,

[0077] ,

[0078] ,

[0079] .

[0080] According to the "Standard for Design of Steel Structures" (GB 50017-2017), the coefficient of linear expansion κ can be taken as 1.2 × 10⁻⁶. -5 An initial temperature of 25℃ can be selected, with a minimum service temperature of -20℃ and a maximum service temperature of 60℃. However, the specific values ​​of the initial, minimum, and maximum service temperatures are not limited to these. Based on the linear expansion coefficient κ and the magnitude of the temperature change between the maximum and minimum service temperatures and the initial temperature, the out-of-plane displacement of the upper diagonal brace 11 can be obtained using the above calculation formula. 12-plane outward displacement of the lower diagonal brace , Upper diagonal brace 11 deformation rear outer angle and the outer angle after the deformation of the lower diagonal brace 12 .

[0081] Step S4: Verify the out-of-plane deformation space of the cross-type brace at the lowest service temperature, and whether the energy dissipation and failure mode of the shear damper 2 at the highest service temperature are shear energy dissipation and shear failure of the web 21 of the shear damper 2; if yes, output the building toughened brace system model; if no, redetermine the seismic design scheme and / or the temperature design scheme.

[0082] Specifically, verifying the out-of-plane deformation space of the cross-type diagonal brace at the lowest service temperature may include the following steps:

[0083] Step S41, based on the out-of-plane displacement of the upper inclined brace 11 and the out-of-plane displacement of the lower diagonal brace 12 The mean value is used to calculate the out-of-plane displacement of the center of the web 21 of the shear damper 2. :

[0084] ;

[0085] Step S42, verify at the lowest service temperature. If yes, then the out-of-plane deformation space of the cross-type diagonal brace at the lowest service temperature is sufficient.

[0086] When constructing the model of the building toughened bracing system, the distance from the surface of the shear damper 2 before out-of-plane deformation has been defined. For example, it can be 0.5m. Then, the out-of-plane displacement at the center of the web 21 of the shear damper 2 is calculated based on the minimum service temperature. Temperature change at minimum service temperature Negative values ​​indicate displacement from the surface. It is also a negative value (inward contraction). At this point, verification... If this condition holds true, it means that even under the coldest conditions, the bracing system will not contract inward to the point of colliding with the building wall, and there is ample space for out-of-plane deformation. The out-of-plane displacement was calculated. It is -13.9mm, and its absolute value is less than This indicates that the diagonal bracing system has sufficient out-of-plane deformation space.

[0087] Specifically, verifying whether the energy dissipation and failure mode of the shear damper 2 at the highest service temperature are shear energy dissipation and shear failure of the web 21 of the shear damper 2 can include the following steps:

[0088] Step S43: Determine the critical thickness of the web at the highest service temperature based on the out-of-plane configuration angle of the building toughening brace system at the highest service temperature and the lengths of the upper and lower braces.

[0089] Step S44: Verify whether the web design thickness of the shear damper is less than the critical web thickness at the highest service temperature.

[0090] Based on the out-of-plane configuration angle α' at the highest service temperature and the lengths of the upper and lower diagonal braces 11 and 12, the buckling capacity of the upper and lower diagonal braces 11 and 12 can be recalculated, thereby determining the critical thickness of the web 21 at the highest service temperature. Then, the design thickness of the web 2 of the shear damper 2 is checked to ensure it is less than the critical thickness at the highest service temperature. At the highest service temperature, the critical thickness of the web 21 of the out-of-plane deformable brace is found to be 19.2 mm. The selected web 21 thickness (16 mm) still meets the requirements, and the energy dissipation and failure mode remain the shear energy dissipation and failure of the web 21 of the shear damper.

[0091] By verifying the design at the highest service temperature, it was found that the thickness of the web 21 of the shear damper 2 based on the seismic design was still less than the critical thickness calculated at the highest temperature. This indicates that the ideal failure mode of the building toughened bracing system can be maintained at various temperatures, and the design is safe and stable.

[0092] like Figure 10 and Figure 12 As shown, in some embodiments, the design method for a building toughening bracing system further includes:

[0093] Step S5: Apply the building toughening bracing system model output in step S4 to the building model to be supported, and perform structural performance analysis and verification on the overall structure.

[0094] It is understood that the toughened bracing system model output in step S4 has sufficient out-of-plane deformation space for the cross-type bracing at the lowest temperature, and the energy dissipation mode of the shear damper 2 at the highest service temperature is shear energy dissipation of the web 21, and the failure mode is shear failure of the web 21. That is, it is a toughened bracing system that has passed seismic design and temperature design and meets the requirements. By applying the designed toughened bracing system model to the building model to be supported, and then performing structural performance analysis and verification on the overall structure composed of the toughened bracing system and the building to be supported, the safety and reliability of the toughened bracing system design are further ensured. In some embodiments, the structural performance analysis and verification in step S5 may include structural performance analysis and verification under temperature action and structural performance analysis and verification under seismic action. The structural performance analysis and verification under temperature action may include verifying the out-of-plane deformation capacity of the cross-type diagonal brace under temperature changes, and verifying whether the most unfavorable internal forces of the cross-type diagonal brace, the shear damper 2, and the single planar frame under temperature changes exceed the allowable values ​​calculated based on material strength; the structural performance analysis and verification under seismic action may include verifying the performance status of the overall structure using a component-based performance evaluation method, so that the seismic performance of the overall structure meets the target performance.

[0095] The structural performance analysis and verification under temperature effects can be performed using a structural-level temperature analysis method. This method considers the constraint effect of the overall structure on the building's toughened bracing system and applies a corresponding gradient of temperature action based on the most unfavorable working condition of ambient temperature changes. It verifies whether the out-of-plane deformation capacity of the cross bracing meets expectations under temperature changes, and whether the most unfavorable internal forces of the cross bracing, shear damper 2, and single planar frame under temperature changes exceed the allowable values ​​calculated based on material strength. If they do not meet expectations, it is necessary to return to step S2 and / or step S3 for redesign.

[0096] The analysis results of the structural layer temperature analysis method in the embodiments of this application show that the out-of-plane deformation mode of the building toughened bracing system is expansion and outward deformation when heated (temperature rises), and contraction and inward deformation when cooled (temperature falls). Compared with ordinary supports (which do not have out-of-plane geometry, i.e., shear damper 2, cross bracing and single plane frame are in the same plane), out-of-plane deformation reduces the temperature stress of shear damper 2, cross bracing and single plane frame by 50%~60%, 90%~95% and 90%~95% respectively, and reduces the axial force of cross bracing and single plane frame by 85%~90%. This indicates that the building toughened bracing system provided in this application can improve the safety of the building toughened bracing system and the supported building under extreme temperature conditions.

[0097] The structural performance analysis and verification under seismic loading can be carried out using a two-stage, two-level performance-based design method for hierarchical seismic analysis.

[0098] A two-stage, two-level performance-based design method is adopted for structural seismic analysis. Specifically, elastic design and elastic time history analysis are used for the frequent earthquake (minor earthquake) stage, while elastoplastic time history analysis and safety verification are used for the rare earthquake (major earthquake) stage. Alternatively, elastic design and elastic time history analysis are used for the design earthquake (moderate earthquake) stage, while elastoplastic time history analysis and safety verification are used for the rare earthquake (major earthquake) stage. The two-stage, two-level seismic design method is based on the minor earthquake calculation and design method in the national standard "Code for Seismic Design of Buildings" GB 50011-2010 (2016 edition) (hereinafter referred to as the "Code") or the moderate earthquake calculation and design method in the Guangdong Province "Technical Specification for Concrete Structures of High-Rise Buildings" DBJ / T 15-92-2021 (hereinafter referred to as the "High-Rise Code"). Elastoplastic analysis of the structure under major earthquake loading is performed, with representative values ​​of gravity loads used for vertical loads and average values ​​used for material strengths. The seismic design calculations for minor earthquakes in the "Code for Seismic Design of Buildings" and the moderate earthquake design calculations in the "Code for Design of High-Rise Buildings" of Guangdong Province are essentially the same, and the design results are also similar. Therefore, the seismic design of these two levels can be merged into one level, and the performance of components under major earthquakes can be quantitatively evaluated to accurately control the degree of component damage and ensure the safety of the structure under major earthquakes.

[0099] It is understandable that the two levels in the two-stage, two-level performance-based design method are the minor earthquake and the major earthquake, and the two stages are the minor earthquake elastic design and elastic time history analysis, and the major earthquake elastoplastic time history analysis and safety verification.

[0100] During the period of frequent earthquakes (minor earthquakes), the elastic design method is used for the structural bearing capacity design. After the bearing capacity design meets the code requirements, the initial selection of seismic waves is based on the principles of spectral characteristics, site category, effective duration of strong earthquakes, earthquake magnitude, peak ground acceleration, ground motion generation mechanism, and epicentral distance. Seven seismic waves (five natural waves and two artificial waves) that meet the requirements of the seismic design code are selected based on these principles. Time history analysis is used to perform supplementary calculations on the structure under frequent earthquake action. The design results are then enveloped based on the larger of the average value of the time history analysis results and the CQC method results. Finally, based on the base shear force of the structural model after the envelope design, seismic waves meeting the code requirements are selected for elastic time history analysis to meet the seismic performance requirements of frequent earthquakes. When using elastic time history analysis, the base shear force result of a single time history analysis must be greater than 65% and not exceed 135% of the result obtained by the response spectrum method, and the average value of the base shear force result from the time history analysis must be greater than 80% and not exceed 120% of the result obtained by the response spectrum method.

[0101] During the rare earthquake (major earthquake) phase, the dynamic elastoplastic time history analysis method is used to perform elastoplastic calculation analysis on the structure under rare earthquake conditions. The component-based performance evaluation method is used to verify the performance status of beam, column and bracing system components, and then determine whether the structure needs to be locally strengthened.

[0102] Structural performance analysis and verification under seismic loading includes verifying the overall structural performance status using component-based performance evaluation methods, which may specifically include the following steps:

[0103] Step S51: Based on the overall seismic fortification category of the structure, the importance level of the structure, the complexity of the structure, and the performance requirements of the owner, comprehensively determine the seismic performance target of the structure.

[0104] First, based on the building's seismic fortification category (e.g., Class A, B, C), structural importance level, structural complexity, and the owner's specific performance requirements, a clear structural seismic performance target is comprehensively determined. For example, seismic performance targets are divided into four levels from high to low: A, B, C, and D. In this embodiment, the seismic fortification category is Class C, the structural importance level is Level II, and the structural seismic performance target can be designated as Level C.

[0105] Step S52: Determine the seismic performance level under different seismic levels based on the seismic performance target and the seismic level.

[0106] Seismic performance levels are classified into grades 1, 2, 3, 4, and 5 based on the degree of structural damage under earthquake loading. Each seismic performance target corresponds to a set of seismic performance levels. The minimum seismic performance levels corresponding to different seismic performance targets are shown in Table 1. For structures with a grade C performance target, the minimum structural performance levels under frequent and rare earthquakes must reach 1 and 4, respectively.

[0107] Table 1

[0108]

[0109] Step S53: Determine the importance level of the component based on the seismic performance level and component performance type, and select the component design and verification method.

[0110] It is understandable that the components include beams, columns, walls in the building to be supported, as well as cross braces and shear dampers in the building toughening bracing system.

[0111] Step S54: Based on the importance level of the component, the component bearing capacity, component displacement angle limit, or component material strain limit is used as the evaluation index of the component performance status. The maximum displacement angle of the component or the maximum material strain is compared with the evaluation index to determine the performance status of the overall structure.

[0112] Specifically, the design and verification methods for components in the main structure of a building supported by a toughened bracing system can be selected according to Table 2 in the Code for Seismic Performance Design of Concrete Structures in Building Engineering (DBJ / T 15-151-2019):

[0113] For beams (B), columns (C), and shear walls (SW), they are classified into critical components, ordinary vertical components, and energy-dissipating components, and are checked using normal or oblique sections. The performance status of the normal section bearing capacity check includes flexural elasticity, flexural non-yield, flexural ultimate, and flexural yield; the performance status of the normal section deformation check includes no damage (B1, C1, SW1), slight damage (B2, C2, SW2), minor damage (B3, C13, SW3), moderate damage (B4, C4, SW4), relatively severe damage (B5, C5, SW5), severe damage (B6, C6, SW6), and failure (B7, C7, SW7); the performance status of the oblique section bearing capacity check includes shear elasticity, shear non-yield, shear ultimate, minimum section, and failure.

[0114] Table 2

[0115]

[0116] Based on Table 3, select the design and verification methods for components in the building toughening bracing system:

[0117] Table 3

[0118]

[0119] In Table 3, ε represents the tensile and compressive strain of the cross-type diagonal brace. y ε represents the yield strain limit for cross-type diagonal bracing under tension and compression. u γ represents the ultimate strain limit of the cross-type diagonal brace under tension and compression, and γ represents the shear strain of the shear damper 2. y For the shear yield strain limit of shear damper 2, γ u The limit strain value for shear damper 2.

[0120] For the cross-bracing and shear damper 2 in the building toughened bracing system, strain verification can be used. Based on their main stress characteristics, axial tensile and compressive strain verification is performed on the cross-bracing, and shear strain verification is performed on the shear damper 2. For the cross-bracing in the bottom reinforced zone, as a key lateral force resisting component, its tensile and compressive yield strain limit ε is not allowed to be exceeded at any of the five performance levels. yFor cross-bracing in the non-bottom reinforced zone, it is allowed to enter yield or failure state at performance levels 4 and 5 to avoid overly strict control that would cause the cross-bracing stiffness to be too large and thus bear greater horizontal forces. For shear dampers 2, to allow them to fully utilize shear energy dissipation, they can be allowed to yield or even fail, thus providing a safety net under large earthquakes. A schematic diagram of the strain check of the overall building structure using the building toughening bracing system in this embodiment is shown below. Figure 12 As shown.

[0121] Whether some components are allowed to exceed performance requirements is determined based on their component performance type. All critical components and critical lateral force resisting components should meet the bearing capacity and deformation limit requirements corresponding to the performance targets, i.e., 100%. In multi-story buildings, each floor should preferably have more than 80% of ordinary vertical components and ordinary lateral force resisting components that meet the deformation limit requirements corresponding to the performance targets, and more than 60% of energy dissipating components that meet the deformation limit requirements corresponding to the performance targets.

[0122] Of course, after the analysis and verification in step S5, if the performance status of components such as beams, columns, and walls in the building does not meet the requirements, targeted reinforcement measures should be taken to ensure that the components have sufficient load-bearing capacity, deformation capacity, or energy dissipation capacity, and the structural performance analysis and verification in step S5 should be performed again. If the performance status of the toughened bracing system in the building does not meet the requirements, such as bracing buckling failure, the load-bearing capacity of the cross-type bracing can be improved by increasing the cross section or reinforcing materials, and steps S2 to S5 should be performed again. Targeted reinforcement measures may include, for example, increasing the cross section or longitudinal reinforcement if the flexural bearing capacity is insufficient, and increasing the stirrups if the shear bearing capacity is insufficient, but are not limited to these.

[0123] like Figure 11 As shown, in some embodiments, this application also provides a design device for a building toughening bracing system, which can be integrated into a computer device. Specifically, it includes a model building module 610, a seismic-based design module 620, a temperature-based design module 630, a design verification module 640, and an application verification module 650.

[0124] Model building module 610 is used to build a model of a building toughening bracing system.

[0125] The seismic design module 620 is used to determine a strength-based seismic design scheme for the building toughened bracing system under a preset failure mode, based on the geometric characteristics of the building toughened bracing system model, the relationship between the bearing capacity and internal force requirements of the load-bearing components, the relationship between the bearing capacity and internal force requirements of the energy-dissipating components, and the relationship between the bearing capacity of the load-bearing components and the bearing capacity of the energy-dissipating components. This ensures that the energy-dissipating components can fully dissipate energy before the load-bearing components fail. The seismic design scheme includes the design of the dimensions of the cross-type bracing and the shear damper 2.

[0126] The temperature-based design module 630 is used to determine the temperature design scheme of the building toughening brace system based on out-of-plane deformation according to the geometric characteristics and out-of-plane deformation mode of the building toughening brace system model; the temperature design scheme includes the design of the out-of-plane displacement and out-of-plane angle after deformation of the cross brace;

[0127] The design verification module 640 is used to verify the out-of-plane deformation space of the cross-type diagonal brace at the lowest temperature, and whether the energy dissipation and failure mode of the shear damper 2 at the highest service temperature are shear energy dissipation and shear failure of the web 21 of the shear damper 2; if yes, the building toughened diagonal brace system model is output; if no, the seismic design scheme and / or the temperature design scheme are re-determined.

[0128] The application verification module 650 applies the building toughening bracing system model output by the design composite module to the building model to be supported, and performs structural performance analysis verification.

[0129] The design device for the building toughening brace system provided in this application includes a model building module 610, a seismic-based design module 620, a temperature-based design module 630, a design verification module 640, and an application verification module 650. The functions of these modules correspond one-to-one with steps S1, S2, S3, S4, and S5 in the design method for the building toughening brace system described above. For a detailed explanation of the design device for the building toughening brace system and related refinements and optimizations, please refer to the specific embodiments in the design method for the building toughening brace system described above, which will not be repeated here.

[0130] The above description is merely an embodiment of this application and does not limit the patent scope of this application. Any equivalent structural or procedural transformations made using the content of this application's specification and drawings, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

Claims

1. A design method for a building toughening bracing system, characterized in that, The building toughening bracing system is an out-of-plane deformable bracing system, including load-bearing components, energy-dissipating components, and a single planar frame. The load-bearing components adopt cross-type bracing, which includes two upper bracings and two lower bracings. The energy-dissipating components adopt shear dampers, which are located at the intersection of the two upper bracings and the two lower bracings. The single-frame planar structure includes frame columns and frame beams; The design method includes: Step S1: Construct a model of a building toughening bracing system; Step S2: Based on the geometric characteristics and parameters of the toughened building brace system model, and the relationship between the shear bearing capacity of the shear damper and the buckling bearing capacity of the cross brace, determine the strength-based seismic design scheme of the toughened building brace system under a preset failure mode, so that the shear damper can fully dissipate energy before the cross brace fails; the geometric parameters include the length dimensions of the upper and lower braces and the distance from the surface of the shear damper; the seismic design scheme includes the cross-sectional dimensions of the cross brace and the thickness of the web of the shear damper. Step S3: Based on the geometric characteristics and out-of-plane deformation mode of the building toughening brace system model, determine the temperature design scheme of the building toughening brace system based on out-of-plane deformation; the temperature design scheme includes the design of the out-of-plane displacement and out-of-plane angle after deformation of the cross brace. Step S4: Verify whether the out-of-plane deformation space of the cross-type brace is sufficient at the lowest service temperature, and whether the energy dissipation and failure mode of the shear damper at the highest service temperature are web shear energy dissipation and web shear failure of the shear damper; if yes, output the building toughened brace system model; if no, re-determine the seismic design scheme and / or the temperature design scheme.

2. The design method for the building toughening bracing system according to claim 1, characterized in that, The preset failure mode includes web shear failure of the shear damper.

3. The design method for the building toughening bracing system according to claim 2, characterized in that, Step S2 includes: Based on the geometric characteristics and parameters of the building toughening brace system model, the critical web thickness of the shear damper is determined. The web design thickness of the shear damper is determined based on the critical web thickness and the preset failure mode.

4. The design method for the building toughening bracing system according to claim 3, characterized in that, Based on the geometric characteristics and parameters of the toughened bracing system model, the critical web thickness of the shear damper is determined, including: Based on the geometric characteristics and parameters of the building toughening brace system model, the relationship between the axial force requirements of the upper and lower braces and the shear force requirements of the shear damper is determined: ， in, The axial force requirement for the upper diagonal brace, The axial force requirement for the lower diagonal brace. This is the shear force requirement for the shear damper. The length of the upper diagonal brace. The length of the lower diagonal brace. The height of the building toughening bracing system. The height is the point where the upper and lower diagonal braces intersect. Based on the relationship between the axial force requirement and buckling capacity of the cross brace at the buckling critical state, and the relationship between the buckling capacity of the cross brace and the shear force requirement of the shear damper, the shear force requirement of the shear damper is determined. : ， in, The buckling capacity of the upper diagonal brace. The buckling capacity of the lower diagonal brace. At that time, the upper inclined support was bent. At this time, the downward-sloping brace buckles. Based on the stress characteristics of the shear damper, which primarily dissipates energy through web shear, the shear bearing capacity of the shear damper is determined. : ,in, This represents the ultimate shear strength of the web of the shear damper. The thickness of the web of the shear damper is given. The height of the web of the shear damper; Based on the critical energy dissipation mode of the aforementioned building toughening bracing system, the critical thickness of the web is determined. In the critical energy consumption mode The critical thickness of the web The calculation formula is: ,in, , , Let the upper diagonal brace be the stability coefficient for an axially compressed member. Let the lower diagonal brace be the stability coefficient for an axially compressed member. The buckling strength of the upper diagonal brace. Let be the cross-sectional area of ​​the upper diagonal brace. Let be the radius of gyration of the upper diagonal brace. The buckling strength of the lower diagonal brace. Let be the cross-sectional area of ​​the lower diagonal brace. Let be the radius of gyration of the lower diagonal brace.

5. The design method for the building toughening bracing system according to claim 3 or 4, characterized in that, The out-of-plane deformation modes include thermal expansion outward deformation mode and cooling contraction inward deformation mode; Step S3 includes: Based on the thermal expansion properties of the material of the cross-shaped diagonal brace, its length after out-of-plane deformation is calculated using the following formula: ， ， in, The length of the upper diagonal brace after out-of-plane deformation. The length of the lower diagonal brace after out-of-plane deformation. The coefficient of linear expansion is 1 / 3. This represents the magnitude of the change in ambient temperature relative to the initial temperature. Based on the geometric relationship between the toughened building brace system before and after out-of-plane deformation, the distance from the surface of the shear damper after out-of-plane deformation is calculated; the expression for the geometric relationship between the toughened building brace system before and after out-of-plane deformation is as follows: , ,in, The distance from the surface of the shear damper before out-of-plane deformation. , The distance from the intersection point to the frame column. The distance from the surface of the shear damper near the upper diagonal brace after out-of-plane deformation is the distance from the surface. The distance from the surface of the shear damper near the lower diagonal brace after out-of-plane deformation is the distance from the surface. and The calculation formula is: ， ; Based on the geometric relationship between the toughened building bracing system before and after out-of-plane deformation, calculate the out-of-plane displacement and out-of-plane angle of the cross-shaped brace after deformation. The out-of-plane displacement of the upper cross-shaped brace is also calculated. , Displacement of the lower inclined support surface , the outer angle after the deformation of the upper diagonal brace and the outer angle after the deformation of the lower diagonal brace The calculation formulas are as follows: ， ， ， 。 6. The design method for the building toughening bracing system according to claim 5, characterized in that, In step S4, verifying whether the out-of-plane deformation space of the cross-type diagonal brace is sufficient at the lowest service temperature includes: According to the outward displacement of the upper inclined support surface and the outward displacement of the lower inclined support surface The mean value is used to calculate the out-of-plane displacement of the web center of the shear damper. : ； Verification at the lowest service temperature If yes, then the out-of-plane deformation space of the cross-type diagonal brace at the lowest service temperature is sufficient. In step S4, verifying whether the energy dissipation and failure mode of the shear damper at the highest service temperature are web shear energy dissipation and web shear failure of the shear damper includes: The critical thickness of the web at the highest service temperature is determined based on the out-of-plane configuration angle of the building toughening brace system at the highest service temperature and the lengths of the upper and lower braces. Verify whether the web design thickness of the shear damper is less than the critical web thickness at the highest service temperature.

7. The design method for the building toughening bracing system according to claim 1, characterized in that, The design method further includes: Step S5: Apply the building toughening bracing system model output in step S4 to the building model to be supported, and perform structural performance analysis and verification on the overall structure.

8. The design method for the building toughening bracing system according to claim 7, characterized in that, In step S5, the structural performance analysis verification includes structural performance analysis verification under temperature action and structural performance analysis verification under seismic action; The structural performance analysis and verification under temperature effects includes verifying the out-of-plane deformation capacity of the cross brace under temperature changes, and verifying whether the most unfavorable internal forces of the cross brace, the shear damper, and the single planar frame under temperature changes exceed the allowable values ​​calculated based on material strength. The structural performance analysis and verification under seismic loading includes verifying the performance status of the overall structure using a component-based performance evaluation method, so as to ensure that the seismic performance of the overall structure meets the performance targets.

9. The design method for the building toughening bracing system according to claim 8, characterized in that, The process of verifying the performance status of the overall structure using a component-based performance evaluation method includes: Based on the overall structural seismic fortification category, structural importance level, structural complexity, and the owner's performance requirements, the structural seismic performance target is comprehensively determined. Based on the seismic performance targets and seismic levels, determine the seismic performance levels under different seismic levels; The importance level of a component is determined based on its seismic performance level and component performance type, and the component design and verification methods are selected accordingly. Based on the importance level of the components, the component bearing capacity, component displacement angle limit, or component material strain limit are used as evaluation indicators for the performance status of the components. The maximum displacement angle of the component or the maximum material strain is compared with the evaluation indicators to determine the performance status of the overall structure.

10. A design device for a building toughening diagonal bracing system, characterized in that, The building toughening bracing system is an out-of-plane deformable bracing system, including load-bearing components, energy-dissipating components, and a single planar frame. The load-bearing components adopt cross-type bracing, which includes two upper bracings and two lower bracings. The energy-dissipating components adopt shear dampers, which are located at the intersection of the two upper bracings and the two lower bracings. The single-frame planar structure includes frame columns and frame beams; The design device includes: The model building module is used to build models of building toughening bracing systems. Based on the seismic design module, this module determines a strength-based seismic design scheme for the toughened building brace system under a preset failure mode, according to the geometric characteristics and parameters of the building's toughened brace system model, as well as the relationship between the shear bearing capacity of the shear damper and the buckling bearing capacity of the cross brace. This ensures that the shear damper can fully dissipate energy before the cross brace fails. The geometric parameters include the length dimensions of the upper and lower braces and the distance from the surface of the shear damper. The seismic design scheme includes the cross-sectional dimensions of the cross brace and the thickness of the web of the shear damper. The temperature-based design module is used to determine the temperature design scheme of the building toughened bracing system based on out-of-plane deformation according to the geometric characteristics and out-of-plane deformation mode of the building toughened bracing system model; the temperature design scheme includes the design of the out-of-plane displacement and out-of-plane angle after deformation of the cross bracing. The design verification module is used to verify whether the out-of-plane deformation space of the cross-type diagonal brace is sufficient at the lowest service temperature, and whether the energy dissipation and failure mode of the shear damper at the highest service temperature are web shear energy dissipation and web shear failure of the shear damper; if yes, the building toughened diagonal brace system model is output; if no, the seismic design scheme and / or the temperature design scheme are re-determined. The application verification module applies the building toughening bracing system model output by the design composite module to the building model to be supported, and performs structural performance analysis and verification on the overall structure.

Images