CN115062387B - Hinge support wall frame anti-seismic design method and system with buckling restrained brace arranged at bottom - Google Patents
Hinge support wall frame anti-seismic design method and system with buckling restrained brace arranged at bottom Download PDFInfo
- Publication number
- CN115062387B CN115062387B CN202210762089.XA CN202210762089A CN115062387B CN 115062387 B CN115062387 B CN 115062387B CN 202210762089 A CN202210762089 A CN 202210762089A CN 115062387 B CN115062387 B CN 115062387B
- Authority
- CN
- China
- Prior art keywords
- earthquake
- buckling restrained
- integral structure
- restrained brace
- displacement
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000013461 design Methods 0.000 title claims abstract description 79
- 238000000034 method Methods 0.000 title claims abstract description 40
- 238000006073 displacement reaction Methods 0.000 claims abstract description 53
- 238000005265 energy consumption Methods 0.000 claims abstract description 32
- 230000009471 action Effects 0.000 claims abstract description 24
- 238000004364 calculation method Methods 0.000 claims abstract description 12
- 238000013016 damping Methods 0.000 claims description 33
- 230000003321 amplification Effects 0.000 claims description 20
- 238000003199 nucleic acid amplification method Methods 0.000 claims description 20
- 230000035939 shock Effects 0.000 claims description 9
- 238000004590 computer program Methods 0.000 claims description 6
- 238000006243 chemical reaction Methods 0.000 claims description 4
- 238000001228 spectrum Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 3
- 239000000758 substrate Substances 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 2
- 230000005484 gravity Effects 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 239000010959 steel Substances 0.000 claims description 2
- 238000004458 analytical method Methods 0.000 abstract description 5
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 8
- 238000010521 absorption reaction Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 238000012938 design process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000012795 verification Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000001351 cycling effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000003337 fertilizer Substances 0.000 description 1
- 230000006870 function Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2111/00—Details relating to CAD techniques
- G06F2111/04—Constraint-based CAD
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
According to the method, based on the base shear force and vertex displacement curve of the hinged wall frame with the buckling restrained brace arranged at the bottom and the energy consumption targets and displacement targets of the hinged wall frame under the action of different earthquake intensities, a theoretical calculation formula of vertex displacement of the integral structure relative to a basic period is established, the basic period of the integral structure can be directly calculated according to the formula, then the hinged wall structure can be determined according to the energy consumption targets, further the section size of the buckling restrained brace meeting the design target requirement can be directly calculated according to the energy consumption targets and the displacement targets by adopting the existing parameter analysis model of the hinged wall frame with the buckling restrained brace arranged at the bottom, and the anti-seismic design of the hinged wall frame structure with the buckling restrained brace arranged at the bottom directly based on displacement and performance is realized.
Description
Technical Field
The invention relates to the field of reinforced concrete structure design, in particular to a hinged wall frame earthquake-resistant design method and system with buckling restrained braces arranged at the bottom.
Background
The reinforced concrete shear wall is used as a main lateral force resisting component in a shear wall or frame shear wall structure, and can bear larger bending moment and shearing force under the action of an earthquake. Although the reinforced concrete shear wall designed by the principle of strong shearing and weak bending avoids brittle shearing damage to a certain extent, the reinforced concrete shear wall mainly subjected to bending deformation can generate damage which is difficult to repair at the position with larger bottom stress, so that the hinged wall with the buckling restrained brace at the bottom is proposed. Under the action of small vibration, the buckling restrained brace and the hinged wall are kept elastic, and at the moment, the hinged wall with the buckling restrained brace at the bottom is similar to a common shear wall, so that the lateral rigidity of a structure connected with the hinged wall can be improved; under the action of medium or large earthquake, the hinged wall keeps elasticity and rotates around the hinged support at the bottom, so that buckling restrained braces at the bottoms of the two sides of the hinged wall are promoted to yield and consume energy. Because the hinged wall is designed according to elasticity, after earthquake, the structural function can be restored by replacing the damaged buckling restrained brace. Therefore, reasonable earthquake-resistant design of the hinged wall frame with the buckling restrained brace at the bottom is a key for realizing the earthquake-resistant performance of the structure.
The traditional earthquake-resistant design method takes 'small earthquake is not damaged, medium earthquake is repairable and large earthquake is not inverted' as a design principle, and the design load of the building structure under the action of given earthquake intensity is calculated, so that whether the displacement and bearing capacity of the building structure under the design load can meet corresponding standard requirements is checked, and the design of the building structure is completed. For the building structure adopting the energy dissipation and shock absorption technology, the existing specifications provide that proper energy dissipation components are arranged according to the expected shock absorption requirement under small shock and the expected structural displacement control requirement under large shock, for example, a hinged wall frame with a buckling restrained brace is arranged at the bottom, an elastoplastic time-course analysis method is often adopted in the design of the structure, the design process is complex, the requirement on the professional theoretical foundation of a designer is high, and the designed building structure is difficult to meet the structural performance targets under different earthquake intensities.
Fig. 1 is a schematic structural view of a classical hinge wall frame with buckling restrained brace at the bottom, which comprises a hinge wall 2, a frame part 1 arranged on the hinge wall 2 and a buckling restrained brace 3 arranged at the bottom of the hinge wall 2, wherein the frame part 1 is composed of a frame column 11 and a frame beam 12, the frame column 11 is vertically arranged on a supporting ground, and the frame beam 12 is connected with the frame column 11 and forms a frame structure.
Disclosure of Invention
In order to solve the defects that the building structure design analysis process with the energy dissipation component in the prior art is complex and the expected target is difficult to meet, the invention provides a hinged wall frame anti-seismic design method with a buckling restrained brace arranged at the bottom.
According to the hinge support wall frame anti-seismic design method with the buckling restrained brace arranged at the bottom, the hinge support wall frame with the buckling restrained brace arranged at the bottom as the whole structure is divided into the following steps: the frame part and the bottom are provided with hinge support walls of buckling restrained braces:
the design method comprises the following steps:
s1, designing a frame part according to the existing specification, and determining design parameters of the frame part, wherein the design parameters of the frame part comprise: lateral stiffness D y And basic period T F ；
S2, determining an energy consumption target and a displacement target of the overall structure, wherein the energy consumption target is as follows: the buckling restrained brace keeps elasticity under the earthquake motion intensity I, and is higher than the yield energy consumption under the earthquake motion intensity I; the displacement targets are as follows: the vertex displacement of the integral structure under the earthquake intensity II is smaller than the yield displacement of the frame part; the earthquake intensity I is smaller than the earthquake intensity II; the yield displacement of the frame part is calculated and obtained according to the design parameters of the frame part, and the vertex displacement u of the integral structure under the earthquake intensity II F,y Calculated according to the following formula (1):
F y ＝kF 1 (2)
wherein F is y F for the corresponding substrate shear force when the buckling restrained brace yields 2 Is the groundExternal load, F, applied to the overall structure under the action of vibration intensity II 2 Zeta with additional effective damping ratio a Correlation; d (D) e Elastic anti-side stiffness of integral structure, D y The anti-side rigidity of the whole structure after yielding is realized for the buckling restrained brace; d when the buckling restrained brace core plate steel is an ideal elastoplastic material y Is the anti-side stiffness of the frame portion; f (F) 1 For the base shear force of the integral structure under the earthquake motion intensity I calculated by adopting an elastic reaction spectrum according to a bottom shear force method, D e And F 1 Are all related to the fundamental period T of the overall structure; k is the load amplification factor, u B,y The vertex displacement of the integral structure is generated when the buckling restrained brace yields;
s3, selecting a load amplification factor k and an additional effective damping ratio ζ a ；
S4, calculating a basic period T of the overall structure by taking the energy consumption target and the displacement target as constraints and combining the formula (1);
s5, judging whether the basic period T of the integral structure is smaller than the basic period T of the frame part F The method comprises the steps of carrying out a first treatment on the surface of the If not, returning to step S3 to reselect the load amplification factor k and the additional effective damping ratio ζ a The method comprises the steps of carrying out a first treatment on the surface of the If yes, executing the following step S6;
s6, adopting the selected load amplification coefficient k and the additional effective damping ratio ζ a And designing the buckling restrained brace according to the energy consumption target and the displacement target, and designing the hinge wall size by combining the energy consumption target and the design specification.
Preferably, in S6, the buckling restrained brace dimensions include: the length and cross-sectional area of the buckling restrained brace; the design of the hinged wall comprises the following steps: the height, thickness and cross-sectional width of the hinge wall.
Preferably, the base shear force F of the integral structure under the earthquake motion intensity I is calculated by adopting an elastic reaction spectrum according to a bottom shear method 1 The calculation formula of (2) is as follows:
F 1 ＝α 1 G eq (4)
wherein alpha is 1 For the horizontal earthquake influence coefficient corresponding to the earthquake intensity I, G eq Is equivalent to the total gravity load of the whole structure, T g1 Is the characteristic period gamma of the integral structure under the action of the earthquake intensity I 1 Is the attenuation coefficient eta of the integral structure under the action of the earthquake intensity I 2,1 Is the damping adjustment coefficient eta of the integral structure under the action of the earthquake intensity I 2,1 When the total weight of the total weight is less than 0.55, taking 0.55; alpha max Zeta is the damping ratio of the integral structure and is the maximum value of the horizontal seismic influence coefficient.
Preferably, the overall structure is subjected to an external load F under the action of the earthquake intensity II 2 The calculation formula of (2) is as follows:
F 2 ＝α 2 G eq (8)
ζ F ＝ζ+ζ a (12)
wherein alpha is 2 For the horizontal earthquake influence coefficient corresponding to the earthquake intensity II, T g2 Is of integral structure and has the effect of the intensity II of the earthquake motionCharacteristic period of gamma 2 The damping coefficient of the integral structure under the action of the earthquake intensity II; η (eta) 2,2 Is the damping adjustment coefficient eta of the integral structure under the action of the earthquake intensity II 2,2 When the total weight of the total weight is less than 0.55, taking 0.55; zeta type F Zeta is the damping ratio of the whole structure after yielding of the buckling restrained brace a To add an effective damping ratio.
Preferably, the overall structure has an elastic lateral stiffness D e The calculation formula of (2) is as follows:
wherein pi represents the circumference ratio, m eq Is the equivalent mass of the overall structure, and T is the fundamental period of the overall structure.
Preferably, the equivalent mass m of the overall structure eq The calculation formula of (2) is as follows:
wherein m is i Mass of ith layer of integral structure, x i The horizontal displacement of the ith layer of the integral structure is adopted, and n is the number of layers of the integral structure; x is x m The maximum displacement at the mass point is translated when the overall structure vibrates in the first mode.
Preferably, step S6 comprises the following sub-steps:
s61, designing buckling restrained brace dimensions according to the energy consumption targets and the displacement targets;
s62, calculating the basic period of the integral structure by combining the designed buckling restrained brace size, and recording the basic period as a design basic period;
s63, calculating a difference value between the designed basic period and the basic period T, and judging whether the ratio of the absolute value of the difference value to the basic period T of the integral structure is smaller than or equal to a set ratio; if not, returning to the step S3; if yes, the size of the hinged wall is designed by combining the energy consumption target and the design specification.
Preferably, step S6 further includes step S64 after step S63;
s64, checking whether the reinforcement ratio of the hinged wall meets the standard requirement, if not, returning to the step S3, and if so, ending the design.
Preferably, in S2, the earthquake intensity i is set to be most likely to occur, and the earthquake intensity ii is set to be less likely to occur.
The invention also provides a hinged wall frame earthquake-resistant design system with the buckling restrained brace arranged at the bottom, and a carrier is provided for the design method.
The invention provides a hinged wall frame earthquake-resistant design system with a buckling restrained brace arranged at the bottom, which comprises a memory, wherein a computer program is stored in the memory, and when the computer program is executed, the hinged wall frame earthquake-resistant design method with the buckling restrained brace arranged at the bottom is realized.
Preferably, the method further comprises a processor, wherein the processor is used for executing the computer program to realize the hinge wall frame earthquake-resistant design method of the buckling restrained brace arranged at the bottom.
The invention has the advantages that:
(1) According to the hinge wall frame anti-seismic design method with the buckling restrained brace arranged at the bottom, a theoretical calculation formula of the peak displacement of the integral structure relative to a basic period is established based on a base shear force and peak displacement curve of the hinge wall frame with the buckling restrained brace arranged at the bottom and energy consumption targets and displacement targets of the hinge wall frame under different earthquake intensity effects, the basic period of the integral structure can be directly calculated according to the formula, then the hinge wall structure can be determined according to the energy consumption targets, further the section size of the buckling restrained brace meeting the design target requirements can be directly calculated according to the energy consumption targets and the displacement targets by adopting the existing parameter analysis model of the hinge wall frame with the buckling restrained brace arranged at the bottom, and anti-seismic design of the hinge wall frame structure with the buckling restrained brace arranged at the bottom based on displacement and performance is realized.
(2) According to the invention, through formula construction, the structural requirement of the hinged wall frame with the buckling restrained brace arranged at the bottom under the energy consumption target and the rigidity requirement of the hinged wall frame under the displacement target are defined, so that the structural design process is visualized and simplified, and higher design efficiency and precision are realized.
(3) For the building structure adopting the energy dissipation and shock absorption technology, the traditional anti-seismic design method takes the displacement requirement of the building structure under the given earthquake intensity as a design target, the corresponding earthquake intensity when the energy dissipation component yields is not required, but the different corresponding earthquake intensities when the energy dissipation component yields have larger influence on the anti-seismic performance and the design economy of the building structure adopting the energy dissipation and shock absorption technology. The design method disclosed by the invention obviously limits the corresponding earthquake vibration intensity when the energy dissipation component (namely the buckling restrained brace) is yielded, introduces the earthquake action corresponding to the earthquake vibration intensity into the earthquake displacement response calculation of the integral structure, and obviously improves the design precision and the economy.
(4) The invention also combines the difference value between the design basic period and the basic period T to verify the design result, thereby further ensuring the design precision.
Drawings
FIG. 1 is a schematic view of a hinged wall frame with buckling restrained braces at the bottom;
FIG. 2 is a flow chart of a method of seismic design of a hinged wall frame with buckling restrained braces disposed at the bottom;
FIG. 3 is a flow chart of another method of seismic design of a hinged wall frame with buckling restrained braces disposed at the bottom;
fig. 4 is a pushing and overlaying curve of the six-layered frame structure in example 1.
Detailed Description
Example 1
In this embodiment, the method shown in fig. 2 is adopted to design a hinge wall frame with a buckling restrained brace at the bottom.
In the embodiment, a hinged wall frame with a buckling restrained brace arranged at the bottom is adopted as an earthquake-resistant design for a 6-layer building, earthquake-resistant targets are designed to be grouped into a second group, the site type is a II-type site, and the scene parameter design is shown in the following table:
table 1: embodiment scene parameters
| Parameter name | (symbol) | Numerical value |
| Shock-proof fortification intensity | 8 degrees | |
| Basic seismic acceleration value | 0.2g | |
| Damping ratio | ζ | 0.05 |
| Floor number | 6 | |
| Frame beam section | 300mm×600mm | |
| Section of frame column | 600mm×600mm | |
| Strength grade of concrete | C40 | |
| Reinforcing steel bar | HRB400 | |
| Basic period of frame part | T F | 0.775s |
In this example, the parameters of each layer of beam and column are shown in table 1 below.
In this embodiment, the hinge wall frame with the buckling restrained brace at the bottom meets the set energy consumption target and displacement target under the given earthquake intensity as the design restraint, and the energy consumption target and displacement target are as follows:
energy consumption target: the buckling restrained brace keeps elasticity under the action of the most earthquake, and yields and consumes energy when the earthquake intensity is higher than the most earthquake;
displacement target: the apex displacement of the hinged wall frame with the buckling restrained brace arranged at the bottom under the rare earthquake action is smaller than the yield displacement of the frame part.
That is, in this embodiment, the intensity of earthquake motion i required by the present invention is set to be most likely to occur, and the intensity of earthquake motion ii is set to be less likely to occur.
In this embodiment, a six-layer frame structure model corresponding to the six-layer building is first set, and the six-layer frame structure model is subjected to pushing and covering analysis (inverted triangle load is adopted) to obtain a base shear force-vertex displacement curve (see fig. 4), and after double folding according to an equal energy principle, yield displacement vertex displacement of the six-layer frame structure is obtained to be 0.177m. Therefore, the displacement target is quantized to: the apex displacement of the hinged wall frame with the buckling restrained brace arranged at the bottom under the rare earthquake action is less than 0.177m.
In this embodiment, the load amplification factor k and the additional effective damping ratio ζ are selected by cycling the following steps one through three a 。
Step one: selecting a load amplification factor k; selecting additional effective damping ratio ζ according to building anti-seismic design Specification (GB 50011-2010) a 。
Step two: and calculating the basic period T of the integral structure when the energy consumption target and the displacement target are met.
Step three: determining whether the basic period T is smaller than the basic period T of the frame part F The method comprises the steps of carrying out a first treatment on the surface of the If not, returning to the step one to reselect the load amplification factor k and the additional effective damping ratio ζ a The method comprises the steps of carrying out a first treatment on the surface of the If yes, initially selecting a load amplification factor k and an additional effective damping ratio ζ a 。
In this embodiment, k=1.8, ζ is initially selected in this embodiment by iterating steps one through three a =0.14, corresponding t=0.54 s, f y ＝1.849×10 6 N，F 2 ＝3.693×10 6 N，D e ＝3.752×10 7 N/m. The design of the hinge wall frame with buckling restrained braces at the bottom can then be completed according to step S6 in fig. 2.
Example 2
The present example provides a load amplification factor k and an additional effective damping ratio ζ based on example 1 a Further optimizing, the design method is specifically shown in fig. 3.
In this embodiment, the load amplification factor k and the additional effective damping ratio ζ are selected by iterating steps one through three in four through six pairs of embodiments a And (5) performing verification.
Step four: combining selected load amplification factor k and additional effective damping ratio ζ a Designing a hinged wall size according to the energy consumption target, and designing a buckling restrained brace according to the energy consumption target and the displacement targetThe strut size.
Step five: according to the energy consumption target, the displacement target and the design parameters T, F calculated in the third step y 、F 2 And D e Taking the cross section width and thickness of the hinged support wall to be 4.15m and 0.2m respectively, and the cross section area of the buckling restrained brace to be 4000m 2 . The basic period of the hinged wall frame with the buckling restrained brace arranged at the bottom of the structure is 0.62s, namely the design basic period is 0.62s.
Step six: due to 0.62-0.54|>0.54×5%, i.e. k=1.8, ζ a =0.14 is not verified, so a range step one is required, the load amplification factor k and the additional effective damping ratio ζ are reselected a 。
In this embodiment, after the iteration from the new return step one to the third, the load amplification factor k=1.9 is obtained, and the additional effective damping ratio ζ is a The basic period of the whole hinged wall frame with the buckling restrained brace arranged at the bottom is t=0.57 s. F (F) y ＝1.859×10 6 N，F 2 ＝3.596×10 6 N，D e ＝3.367×10 7 N/m。
In this embodiment, according to the load amplification factor of k=1.9, the additional effective damping ratio ζ is a The design bottom of 0.13 is provided with a hinged wall frame of the buckling restrained brace, the width and the thickness of the cross section of the hinged wall are respectively 3.7m and 0.3m, and the cross section area of the buckling restrained brace is 10000m 2 . The software calculates the design basic period of the hinged wall frame with the buckling restrained brace arranged at the bottom by adopting the structure to be 0.58s, and in the embodiment, the set proportion is 5%; 0.58-0.57|<0.57×5%, so that the load amplification factor is k=1.9, and the additional effective damping ratio is ζ a =0.13 pass verification.
In the present embodiment, the load amplification factor is k=1.9 and the additional effective damping ratio is ζ a Design bottom set buckling restrained brace hinge wall frame =0.13.
In this embodiment, in determining k=1.9, ζ a After being=0.13, the buckling restrained brace size is designed according to the energy consumption target and the displacement target, and the energy consumption is combinedThe size of the hinged wall can be designed according to the target and design specifications.
Parameters of the hinge wall frame with the buckling restrained brace arranged at the bottom and parameters of the hinge wall frame with the buckling restrained brace arranged at the bottom according to the method of the embodiment are shown in the following table 2 aiming at the application environment and the earthquake resistant requirement of the embodiment. The prior art adopted in the comparative example is specifically shown in [ Sha Huiling ], the assembled concrete frame structure containing the shock-absorbing external wall panel is based on the research of a performance design method [ D ]. The university of the combined fertilizer industry ], and the design mode is a novel design mode at present.
Table 2: dimensional parameters obtained by two design modes
As can be seen from the above table 2, the hinge wall frame with buckling restrained braces at the bottom, which is designed according to the method provided by the present invention, has a similar size to that obtained according to the prior art, and the design method of the present invention is proved to be applicable.
In this embodiment, after the dimensions of the hinge support wall are determined, the bending moment and the shearing force can be calculated according to the calculation method of the internal force of the shear wall in the traditional frame shear wall structure, so as to complete the design of the hinge support wall reinforcement, which is not described herein.
The above embodiments are merely preferred embodiments of the present invention and are not intended to limit the present invention, and any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention.
Claims (5)
1. The shock-resistant design method for the hinged wall frame with the buckling restrained brace arranged at the bottom is characterized by comprising the following steps of: the frame part and the bottom are provided with hinge support walls of buckling restrained braces:
the design method comprises the following steps:
s1, designing a frame part according to the existing specification, and determining design parameters of the frame part, wherein the design parameters of the frame part comprise: lateral stiffness D y And basic period T F ；
S2, determining an energy consumption target and a displacement target of the overall structure, wherein the energy consumption target is as follows: the buckling restrained brace keeps elasticity under the earthquake motion intensity I, and is higher than the yield energy consumption under the earthquake motion intensity I; the displacement targets are as follows: the vertex displacement of the integral structure under the earthquake intensity II is smaller than the yield displacement of the frame part; the earthquake intensity I is smaller than the earthquake intensity II; the yield displacement of the frame part is calculated and obtained according to the design parameters of the frame part, and the vertex displacement u of the integral structure under the earthquake intensity II F,y Calculated according to the following formula (1):
F y ＝kF 1 (2)
wherein F is y F for the corresponding substrate shear force when the buckling restrained brace yields 2 Is the external load applied to the integral structure under the action of the earthquake intensity II, F 2 In combination with an additional effective damping ratio ζ a Calculating to obtain; d (D) e Elastic anti-side stiffness of integral structure, D y The anti-side rigidity of the whole structure after yielding is realized for the buckling restrained brace; d when the buckling restrained brace core plate steel is an ideal elastoplastic material y Is the anti-side stiffness of the frame portion; f (F) 1 The shear force of the substrate of the integral structure under the earthquake motion intensity I is calculated by adopting an elastic reaction spectrum according to a bottom shear force method; k is the load amplification factor, u B,y When yielding for buckling restrained braceVertex displacement of the overall structure;
s3, selecting a load amplification factor k and an additional effective damping ratio ζ a ；
S4, calculating a basic period T of the overall structure by taking the energy consumption target and the displacement target as constraints and combining the formula (1);
s5, judging whether the basic period T of the integral structure is smaller than the basic period T of the frame part F The method comprises the steps of carrying out a first treatment on the surface of the If not, returning to step S3 to reselect the load amplification factor k and the additional effective damping ratio ζ a The method comprises the steps of carrying out a first treatment on the surface of the If yes, executing the following step S6;
s6, adopting the selected load amplification coefficient k and the additional effective damping ratio ζ a Designing the buckling restrained brace size according to the energy consumption target and the displacement target, and designing the hinged wall size by combining the energy consumption target and the design specification;
in S6, the buckling restrained brace dimensions include: the length and cross-sectional area of the buckling restrained brace; the design of the hinged wall comprises the following steps: the height, thickness and section width of the hinged wall;
base shear force F of integral structure under earthquake motion intensity I calculated by elastic reaction spectrum according to bottom shear force method 1 The calculation formula of (2) is as follows:
F 1 ＝α 1 G eq (4)
wherein alpha is 1 For the horizontal earthquake influence coefficient corresponding to the earthquake intensity I, G eq Is equivalent to the total gravity load of the whole structure, T g1 Is the characteristic period gamma of the integral structure under the action of the earthquake intensity I 1 Is the attenuation coefficient eta of the integral structure under the action of the earthquake intensity I 2,1 Is the damping adjustment coefficient eta of the integral structure under the action of the earthquake intensity I 2,1 When the total weight of the total weight is less than 0.55, taking 0.55; alpha max Zeta is the damping ratio of the integral structure and is the maximum value of the horizontal earthquake influence coefficient;
external load F applied to the whole structure under the action of earthquake intensity II 2 The calculation formula of (2) is as follows:
F 2 ＝α 2 G eq (8)
ζ F ＝ζ+ζ a (12)
wherein alpha is 2 For the horizontal earthquake influence coefficient corresponding to the earthquake intensity II, T g2 Is the characteristic period gamma of the integral structure under the action of the earthquake intensity II 2 The damping coefficient of the integral structure under the action of the earthquake intensity II; η (eta) 2,2 Is the damping adjustment coefficient eta of the integral structure under the action of the earthquake intensity II 2,2 When the total weight of the total weight is less than 0.55, taking 0.55; zeta type F Zeta is the damping ratio of the whole structure after yielding of the buckling restrained brace a Is an additional effective damping ratio;
elastic anti-side stiffness D of integral structure e The calculation formula of (2) is as follows:
wherein pi represents the circumference ratio, m eq Is equivalent mass of the integral structure, and T is the basic period of the integral structure;
equivalent mass m of the overall structure eq The calculation formula of (2) is as follows:
wherein m is i Mass of ith layer of integral structure, x i The horizontal displacement of the ith layer of the integral structure is adopted, and n is the number of layers of the integral structure; x is x m Converting the maximum displacement of the mass point when the integral structure vibrates according to the first vibration mode;
step S6 comprises the following sub-steps:
s61, designing buckling restrained brace dimensions according to the energy consumption targets and the displacement targets;
s62, calculating the basic period of the integral structure by combining the designed buckling restrained brace size, and recording the basic period as a design basic period;
s63, calculating a difference value between the designed basic period and the basic period T, and judging whether the ratio of the absolute value of the difference value to the basic period T of the integral structure is smaller than or equal to a set ratio; if not, returning to the step S3; if yes, the size of the hinged wall is designed by combining the energy consumption target and the design specification.
2. The method for earthquake-resistant design of a hinged wall frame with a buckling restrained brace at the bottom of the hinged wall frame according to claim 1, wherein step S6 further comprises step S64 after step S63;
s64, checking whether the reinforcement ratio of the hinged wall meets the standard requirement, if not, returning to the step S3, and if so, ending the design.
3. The method for earthquake-resistant design of a hinged wall frame with a buckling restrained brace at the bottom of the hinged wall frame according to claim 1, wherein in the step S2, the earthquake intensity I is set to be most likely to occur in earthquakes, and the earthquake intensity II is set to be less likely to occur in earthquakes.
4. A hinged wall frame earthquake-resistant design system with buckling restrained braces at the bottom, comprising a memory, wherein a computer program is stored in the memory, and when the computer program is executed, the hinged wall frame earthquake-resistant design method with buckling restrained braces at the bottom is realized according to any one of claims 1-3.
5. The base-mounted buckling-restrained brace hinge-wall frame shock resistant design system of claim 4, further comprising a processor for executing the computer program to implement the base-mounted buckling-restrained brace hinge-wall frame shock resistant design method of any of claims 1-3.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210762089.XA CN115062387B (en) | 2022-06-29 | 2022-06-29 | Hinge support wall frame anti-seismic design method and system with buckling restrained brace arranged at bottom |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210762089.XA CN115062387B (en) | 2022-06-29 | 2022-06-29 | Hinge support wall frame anti-seismic design method and system with buckling restrained brace arranged at bottom |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115062387A CN115062387A (en) | 2022-09-16 |
| CN115062387B true CN115062387B (en) | 2023-12-01 |
Family
ID=83203997
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210762089.XA Active CN115062387B (en) | 2022-06-29 | 2022-06-29 | Hinge support wall frame anti-seismic design method and system with buckling restrained brace arranged at bottom |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115062387B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116257981A (en) * | 2022-12-02 | 2023-06-13 | 华南理工大学 | Buckling restrained brace out-of-plane stability design method considering bidirectional earthquake action |
| CN116205088B (en) * | 2023-05-05 | 2023-06-30 | 苏州上舜精密工业科技有限公司 | Intelligent evaluation method and system for damping performance of transmission module |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103440383A (en) * | 2013-09-02 | 2013-12-11 | 东南大学 | Hysteresis performance analysis method of self-resetting buckling restrained brace |
| CN105442720A (en) * | 2015-12-04 | 2016-03-30 | 江苏省城市规划设计研究院 | Method for optimally designing buckling restrained braces and brace structure system |
| KR101716078B1 (en) * | 2016-03-21 | 2017-03-13 | 대구가톨릭대학교산학협력단 | Seismic reinforcement method of building using Buckling Restrained Brace |
| CN108897966A (en) * | 2018-07-11 | 2018-11-27 | 中国民航大学 | Equivalent Elasticity analysis method based on the modified buckling restrained brace structure of elastoplasticity |
| CN109868897A (en) * | 2019-03-14 | 2019-06-11 | 青岛理工大学 | Need to lay the assembled RC frame structure of anti-buckling support based on storey stiffness |
| CN114658139A (en) * | 2022-03-10 | 2022-06-24 | 北京市建筑设计研究院有限公司 | Efficient damping swing wall with scissor type amplification device |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20110308190A1 (en) * | 2006-12-22 | 2011-12-22 | Simpson Strong-Tie Co., Inc. | Moment frame connector |
| US7707788B2 (en) * | 2007-03-19 | 2010-05-04 | Kazak Composites, Incorporated | Buckling restrained brace for structural reinforcement and seismic energy dissipation and method of producing same |
| CN102787676B (en) * | 2011-05-20 | 2014-07-16 | 青岛理工大学 | Multi-objective performance-based aseismic design method of engineering structure |
-
2022
- 2022-06-29 CN CN202210762089.XA patent/CN115062387B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103440383A (en) * | 2013-09-02 | 2013-12-11 | 东南大学 | Hysteresis performance analysis method of self-resetting buckling restrained brace |
| CN105442720A (en) * | 2015-12-04 | 2016-03-30 | 江苏省城市规划设计研究院 | Method for optimally designing buckling restrained braces and brace structure system |
| KR101716078B1 (en) * | 2016-03-21 | 2017-03-13 | 대구가톨릭대학교산학협력단 | Seismic reinforcement method of building using Buckling Restrained Brace |
| CN108897966A (en) * | 2018-07-11 | 2018-11-27 | 中国民航大学 | Equivalent Elasticity analysis method based on the modified buckling restrained brace structure of elastoplasticity |
| CN109868897A (en) * | 2019-03-14 | 2019-06-11 | 青岛理工大学 | Need to lay the assembled RC frame structure of anti-buckling support based on storey stiffness |
| CN114658139A (en) * | 2022-03-10 | 2022-06-24 | 北京市建筑设计研究院有限公司 | Efficient damping swing wall with scissor type amplification device |
Non-Patent Citations (3)
| Title |
|---|
| Experimental study and numerical simulation of a reinforced concrete hinged wall with BRBs at the base.《JOURNAL OF BUILDING ENGINEERING》.2022,全文. * |
| 屈曲约束支撑(BRB)消能减震控制分析;伍定一;;低碳世界(第26期);全文 * |
| 底部带有屈曲约束支撑的摇摆墙框架结构抗震性能分析;冯玉龙;吴京;孟少平;王强;付康;;振动与冲击(第23期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115062387A (en) | 2022-09-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN115062387B (en) | Hinge support wall frame anti-seismic design method and system with buckling restrained brace arranged at bottom | |
| Apostolakis et al. | Optimal seismic design of moment‐resisting steel frames with hysteretic passive devices | |
| Bayat et al. | Analysis of the steel braced frames equipped with ADAS devices under the far field records | |
| Kadid et al. | Seismic assessment of braced RC frames | |
| WO2020073364A1 (en) | Method for calculating anti-seismic bearing capacity of structural component on basis of performance level | |
| Xing et al. | Optimal vertical configuration of combined energy dissipation outriggers | |
| Zakian et al. | Topology optimization of shear wall structures under seismic loading | |
| Mashhadiali et al. | Proposing the hexagrid system as a new structural system for tall buildings | |
| Sueoka et al. | The application of response control design using middle-story isolation system to high-rise building | |
| CN111622369A (en) | Optimal design method for anti-buckling restrained brace steel frame structure | |
| Khanorkar et al. | Outrigger and belt truss system for tall building to control deflection: A review | |
| Leyva et al. | Multi-objective seismic design of BRBs-reinforced concrete buildings using genetic algorithms | |
| Abdollahzadeh et al. | Earthquake recurrence effect on the response reduction factor of steel moment frame | |
| CN104695544A (en) | Design method of hybrid seismic reduction structure | |
| CN115718967B (en) | Design method for energy dissipation and shock absorption structure of continuous beam damper arranged in high seismic intensity area residence | |
| Kawade et al. | Seismic analysis of tall building with central core as tube structure | |
| Wang et al. | Automated minimum-weight sizing design framework for tall self-standing modular buildings subjected to multiple performance constraints under static and dynamic wind loads | |
| Deylami et al. | Non-linear. behavior of steel plate shear wall with large rectangular opening | |
| Park et al. | Efficient structural analysis of wall–frame structures | |
| Baca et al. | Enhanced seismic structural reliability on reinforced concrete buildings by using buckling restrained braces | |
| Zhou et al. | Seismic damage assessment of a supertall tubed mega frame structure based on a simplified finite element model | |
| JP2010242449A (en) | Seismic response control repair structure and seismic response control repair method for existing building | |
| Vhanmane et al. | Analysis of Diagrid Structural System for High Rise Steel Buildings | |
| Ras | Parametric investigation of tuned mass damper on metallic buildings response subjected to far-field and near-fault ground motions | |
| Oxborrow | Optimized distribution of strength in buckling-restrained brace frames in tall buildings |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |