CN109184308B - Supporting structure and supporting system capable of controlling collapse direction - Google Patents

Supporting structure and supporting system capable of controlling collapse direction Download PDF

Info

Publication number
CN109184308B
CN109184308B CN201811029471.XA CN201811029471A CN109184308B CN 109184308 B CN109184308 B CN 109184308B CN 201811029471 A CN201811029471 A CN 201811029471A CN 109184308 B CN109184308 B CN 109184308B
Authority
CN
China
Prior art keywords
support
beam section
frame beam
force
bending moment
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
Application number
CN201811029471.XA
Other languages
Chinese (zh)
Other versions
CN109184308A (en
Inventor
陈世玺
黄友强
张爱中
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
State Nuclear Electric Power Planning Design and Research Institute Co Ltd
Original Assignee
State Nuclear Electric Power Planning Design and Research Institute Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by State Nuclear Electric Power Planning Design and Research Institute Co Ltd filed Critical State Nuclear Electric Power Planning Design and Research Institute Co Ltd
Priority to CN201811029471.XA priority Critical patent/CN109184308B/en
Publication of CN109184308A publication Critical patent/CN109184308A/en
Application granted granted Critical
Publication of CN109184308B publication Critical patent/CN109184308B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/027—Preventive constructional measures against earthquake damage in existing buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/024—Structures with steel columns and beams

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Environmental & Geological Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)

Abstract

The invention discloses a support structure and a support system capable of controlling a collapse direction, and belongs to the field of steel frame-support structures. This bearing structure includes: two frame columns; the frame beam sections are connected to the top ends of the two frame columns; the left is connected to one end the bottom, the other end of frame post are connected first support on the frame beam section to and one end is connected the right side the bottom, the other end of frame post are connected through vertical beam section second support on the frame beam section, wherein, first support and second support are alternately. By adopting the support structure provided by the embodiment of the invention to improve the adjacent buildings (structures) of the dangerous buildings (structures), the lateral bearing capacity and the seismic energy dissipation capacity of the support structure towards the dangerous buildings (structures) are stronger than the deviation direction, the adjacent buildings (structures) are ensured not to collapse towards the dangerous buildings (structures) during earthquake, and thus secondary disasters caused by the collapse of the adjacent buildings (structures) can be avoided.

Description

Supporting structure and supporting system capable of controlling collapse direction
Technical Field
The invention relates to the field of steel frame-supporting structures, in particular to a supporting structure and a supporting system capable of controlling a collapse direction.
Background
Earthquake is a serious natural disaster faced by human society. The earthquake has the characteristic of randomness, the influence of the earthquake possibly exceeds that of a rare earthquake, namely the ultra-rare earthquake, and when the ultra-rare earthquake occurs, a building (structure) is possibly collapsed, and the collapse direction is random. For example, in 2008, the superrare earthquake occurs in Wenchuan, which causes a large amount of buildings to collapse.
When an earthquake happens in an extremely rare case, if an adjacent building (structure) collapses and is hit to the dangerous building (structure), the safety of the structure of the building (structure) related to dangerous goods such as virulent, corrosive and radioactive substances (hereinafter referred to as a dangerous building (structure)) can be damaged, and further secondary disasters such as radioactive pollution, fire, explosion, virulent or strong corrosive substance leakage can be possibly caused or aggravated.
Disclosure of Invention
The embodiment of the invention provides a support structure and a support system capable of controlling a collapse direction, which can solve the problem that a dangerous building (structure) is knocked down due to the collapse of the building (structure).
Specifically, the method comprises the following technical scheme:
in a first aspect, a support structure is provided that can control a collapse direction,
two frame columns;
the frame beam section is connected to the top ends of the two frame columns;
one end of the first support is connected with the bottom end of the frame column on the left side, the other end of the first support is connected to the frame beam section, and the first support is an anti-buckling support;
one end of the second support is connected with the bottom end of the frame column on the right side, and the other end of the second support is connected to the frame beam section;
the second support is connected with the frame beam section through the vertical beam section, and the vertical beam section is perpendicular to the frame beam section;
the first support and the second support are arranged in a crossed mode and divide the frame beam section into a left frame beam section, a middle frame beam section and a right frame beam section;
under the condition that seismic waves propagate from right to left, the right frame beam section and the vertical beam section can dissipate seismic energy through plastic deformation, and a structure formed by the frame column, the left frame beam section, the middle frame beam section, the first support and the second support can bear the force generated by the seismic waves from right to left;
under the condition that seismic waves propagate from left to right, the right frame beam section can dissipate seismic energy through plastic deformation, and a structure formed by the frame column, the left frame beam section, the middle frame beam section and the first support can bear the force generated by the seismic waves from left to right;
when the second support reaches the bearing capacity under pressure, the structure formed by the frame column, the left frame beam section, the middle frame beam section, the right frame beam section, the first support and the vertical beam section can bear the force generated by the seismic waves;
the right frame beam section only generates shearing plastic deformation energy consumption and cannot generate bending plastic deformation;
the compressive bearing capacity of the first support is not less than the tensile bearing capacity, and the tensile bearing capacity of the second support is greater than the compressive bearing capacity.
In one possible design, where the seismic waves propagate from right to left,
bending moment M of the frame columnCR1-1Axial force NCR1-1Shear force VCR1-1Satisfies the following conditions:
Figure BDA0001788402140000021
Figure BDA0001788402140000022
Figure BDA0001788402140000023
bending moment M of the left frame beam sectionCR1-21Axial force NCR1-21Shear force VCR1-21Satisfies the following conditions:
Figure BDA0001788402140000024
Figure BDA0001788402140000025
Figure BDA0001788402140000026
bending moment M of middle frame beam sectionCR1-22Axial force NCR1-22Shear force VCR1-22Satisfies the following conditions:
Figure BDA0001788402140000031
Figure BDA0001788402140000032
Figure BDA0001788402140000033
bending moment M of the first supportCR1-3Axial force NCR1-3Shear force VCR1-3Satisfies the following conditions:
Figure BDA0001788402140000034
Figure BDA0001788402140000035
Figure BDA0001788402140000036
bending moment M of the second supportCR1-4Axial force NCR1-4Shear force VCR1-4Satisfies the following conditions:
Figure BDA0001788402140000037
Figure BDA0001788402140000038
Figure BDA0001788402140000039
wherein M isCS1-1、NCS1-1、VCS1-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame columns1-1A constant amplification factor, greater than 1.0;
MCS1-21、NCS1-21、VCS1-21when the left frame beam section is combined with the earthquake in various ways, the load effect bending moment, the axial force and the shearing force of the left frame beam section are respectively combined; gamma ray1-21A constant amplification factor, greater than 1.0;
MCS1-22、NCS1-22、VCS1-22when the combined structure is subjected to multiple earthquakes, the load effect bending moment, the axial force and the shearing force of the middle frame beam section are respectively obtained; gamma ray1-22A constant amplification factor, greater than 1.0;
MCS1-3、NCS1-3、VCS1-3when the first support is combined with the earthquake, the first support has a load effect bending moment, an axial force and a shearing force; gamma ray1-3A constant amplification factor, greater than 1.0;
MCS1-4、NCS1-4、VCS1-4when the second support is combined with the earthquake in multiple occasions, the second support has a load effect bending moment, an axial force and a shearing force; gamma ray1-4A constant amplification factor, greater than 1.0;
MSL、VSLthe full plastic bending bearing capacity and the full plastic shearing bearing capacity of the vertical beam section are obtained;
ML1、VL1when the combination is multi-earthquake combination, the load effect bending moment and the load effect shearing force of the vertical beam section are achieved;
VSRthe right frame beam section is subjected to overall plastic shearing bearing force;
VR1and when the right frame beam section is combined in a multi-earthquake mode, the right frame beam section is subjected to load effect shearing force.
In one possible design, in the case of seismic waves propagating from left to right,
bending moment M of the frame columnCR2-1Axial force NCR2-1Shear force VCR2-1Satisfies the following conditions:
Figure BDA0001788402140000041
Figure BDA0001788402140000042
Figure BDA0001788402140000043
of said left frame beam sectionBending moment MCR2-21Axial force NCR2-21Shear force VCR2-21Satisfies the following conditions:
Figure BDA0001788402140000044
Figure BDA0001788402140000045
Figure BDA0001788402140000046
bending moment M of middle frame beam sectionCR2-22Axial force NCR2-22Shear force VCR2-22Satisfies the following conditions:
Figure BDA0001788402140000047
Figure BDA0001788402140000048
Figure BDA0001788402140000049
bending moment M of the first supportCR2-3Axial force NCR2-3Shear force VCR2-3Satisfies the following conditions:
Figure BDA00017884021400000410
Figure BDA00017884021400000411
Figure BDA00017884021400000412
wherein M isCS2-1、NCS2-1、VCS2-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame columns2-1A constant amplification factor, greater than 1.0;
MCS2-21、NCS2-21、VCS2-21when the left frame beam section is combined with the earthquake in multiple occasions, the load effect bending moment, the axial force, the shearing force and the gamma ray of the left frame beam section are combined2-21A constant amplification factor, greater than 1.0;
MCS2-22、NCS2-22、VCS2-22when the beams are combined in multiple earthquakes, the load effect bending moment, the axial force, the shearing force and the gamma of the middle frame beam section2-22A constant amplification factor, greater than 1.0;
MCS2-3，NCS2-3，VCS2-3when the first support is combined with the earthquake in multiple occasions, the first support has load effect bending moment, axial force, shearing force and gamma2-3A constant amplification factor, greater than 1.0;
VSRthe right frame beam section is subjected to overall plastic shearing bearing force;
VR2and when the right frame beam section is combined in a multi-earthquake mode, the right frame beam section is subjected to load effect shearing force.
In one possible design, in the event that the second support reaches a load bearing capacity under pressure,
bending moment M of the frame columnCR3-1Axial force NCR3-1Shear force VCR3-1Satisfies the following conditions:
MCR3-1≥γ3-1.MCS3-1；
NCR3-1≥γ3-1.NCS3-1；
VCR3-1≥γ3-1.VCS3-1；
bending moment M of the left frame beam sectionCR3-21Axial force NCR3-21Shear force VCR3-21Satisfies the following conditions:
MCR3-21≥γ3-21.MCS3-21；
NCR3-21≥γ3-21.NCS3-21；
VCR3-21≥γ3-21.VCS3-21；
bending moment M of middle frame beam sectionCR3-22Axial force NCR3-22Shear force VCR3-22Satisfies the following design values:
MCR3-22≥γ3-22.MCS3-22；
NCR3-22≥γ3-22.NCS3-22；
VCR3-22≥γ3-22.VCS3-22；
bending moment M of right frame beam sectionCR3-23Axial force NCR3-23Shear force VCR3-23Satisfies the following design values:
MCR3-23≥γ3-23.MCS3-23；
NCR3-23≥γ3-23.NCS3-23；
VCR3-23≥γ3-23.VCS3-23；
bending moment M of the first supportCR3-3Axial force NCR3-3Shear force VCR3-3Satisfies the following design values:
MCR3-3≥γ3-3.MCS3-3；
NCR3-3≥γ3-3.NCS3-3；
VCR3-3≥γ3-3.VCS3-3；
bending moment M of the vertical beam sectionCR3-5Axial force NCR3-5Shear force VCR3-5Satisfies the following conditions:
MCR3-5≥γ3-5.MCS3-5；
NCR3-5≥γ3-5.NCS3-5；
VCR3-5≥γ3-5.VCS3-5；
wherein M isCS3-1、NCS3-1、VCS3-1Respectively, when the second support reaches the bearing capacity under pressure, the load combination of the frame column is bentMoment, axial force, shear force, gamma3-1A constant amplification factor, greater than 1.0;
MCS3-21、NCS3-21、VCS3-21when the second support reaches the bearing force under pressure, the load of the left frame beam section combines bending moment, axial force, shearing force and gamma3-21A constant amplification factor, greater than 1.0;
MCS3-22、NCS3-22、VCS3-22when the second support reaches the bearing force under pressure, the load of the middle frame beam section combines bending moment, axial force, shearing force and gamma3-22A constant amplification factor, greater than 1.0;
MCS3-23、NCS3-23、VCS3-23when the second support reaches the bearing force under pressure, the load of the right frame beam section combines bending moment, axial force, shearing force and gamma3-23A constant amplification factor, greater than 1.0;
MCS3-3、NCS3-3、VCS3-3when the second support reaches the bearing force under pressure, the load of the first support combines bending moment, axial force, shearing force and gamma3-3A constant amplification factor, greater than 1.0;
MCS3-5、NCS3-5、VCS3-5when the second support reaches the bearing force under pressure, the load of the vertical beam section combines bending moment, axial force, shearing force and gamma3-5Is a constant amplification factor, greater than 1.0.
In one possible design, the length L of the right frame beam sectionRThe following conditions are satisfied:
Figure BDA0001788402140000061
wherein M isSRThe full plastic bending bearing capacity influenced by axial force is considered for the right frame beam section;
VSRthe right frame beam section is subjected to overall plastic shearing bearing force.
In one possible design, the compressive bearing capacity N of the first support1-3And the tensile bearing force N2-3Comprises the following steps:
N1-3＝N2-3＝f1.An-3；
the tensile bearing force N of the second support (4)1-4Greater than compressive bearing capacity N2-4Comprises the following steps:
N1-4＝f2.An-4，
N2-4＝Ψ.f2.An-4’；
wherein f is1Designing a value for the steel strength of the first support;
f2designing a value for the steel strength of the second support;
An-3is the net cross-sectional area of the first support;
An-4is the net cross-sectional area of the second support;
An-4' is the bristle cross-sectional area of the second support;
psi is the stable coefficient of the axial compression component, and psi is less than or equal to 1.0.
In a second aspect, there is provided a further support structure with a controllable collapse direction, the support structure comprising:
two frame columns;
the frame beam section is connected to the top ends of the two frame columns;
one end of the first support is connected with the bottom end of the frame column on the left side, the other end of the first support is connected to the frame beam section, and the first support is an anti-buckling support;
one end of the second support is connected with the bottom end of the frame column on the right side, and the other end of the second support is connected to the frame beam section;
the first support is connected with the frame beam section through the vertical beam section, and the vertical beam section is perpendicular to the frame beam section;
the first support and the second support are arranged in a crossed mode and divide the frame beam section into a left frame beam section, a middle frame beam section and a right frame beam section;
under the condition that seismic waves propagate from right to left, the left frame beam section and the vertical beam section can dissipate seismic energy through plastic deformation, and a structure formed by the frame column, the middle frame beam section, the right frame beam section, the first support and the second support can bear the force generated by the seismic waves from right to left;
under the condition that seismic waves propagate from left to right, the vertical beam sections can dissipate seismic energy through plastic deformation, and a structure formed by the frame columns, the left frame beam section, the middle frame beam section, the right frame beam section and the first supports can bear the force generated by the seismic waves from left to right;
when the second support reaches the bearing capacity under pressure, the structure formed by the frame column, the left frame beam section, the middle frame beam section, the right frame beam section, the first support and the vertical beam section can bear the force generated by the seismic waves;
the left frame beam section only generates shearing plastic deformation energy consumption and cannot generate bending plastic deformation;
the compressive bearing capacity of the first support is not less than the tensile bearing capacity, and the tensile bearing capacity of the second support is greater than the compressive bearing capacity.
In a third aspect, there is also provided a support system for controlling a collapse direction, the support system comprising a plurality of support structures according to the first or second aspect;
and a plurality of the support structures are longitudinally stacked.
The technical scheme provided by the embodiment of the invention has the beneficial effects that at least:
by adopting the support structure provided by the embodiment of the invention to improve the adjacent buildings (structures) of the dangerous buildings (structures), the lateral bearing capacity and the seismic energy dissipation capacity of the support structure towards the dangerous buildings (structures) are stronger than the deviation direction, the adjacent buildings (structures) are ensured not to collapse towards the dangerous buildings (structures) during earthquake, and thus secondary disasters caused by the collapse of the adjacent buildings (structures) can be avoided. And the supporting structure is convenient to construct and has low requirements on construction conditions and requirements.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic structural diagram of a first collapse direction controllable support structure according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram of a second collapse direction controllable support structure according to an embodiment of the present invention;
fig. 3 is a schematic structural diagram of a third collapse direction controllable support structure according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of a fourth collapse direction controllable support structure according to an embodiment of the present invention;
fig. 5 is a schematic structural diagram of a support system capable of controlling a collapsing direction according to an embodiment of the present invention.
The reference numerals in the drawings denote:
1-frame columns;
2-frame beam section; 21-left frame beam section; 22-middle frame beam section; 23-right frame beam section;
3-a first support;
4-a second support;
5-vertical beam section.
Detailed Description
In order to make the technical solutions and advantages of the present invention clearer, the following will describe embodiments of the present invention in further detail with reference to the accompanying drawings. Unless defined otherwise, all technical terms used in the examples of the present invention have the same meaning as commonly understood by one of ordinary skill in the art.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "left", "right", "top", "bottom", and the like are used in a variety of orientations and positional relationships based on the orientation or positional relationship shown in the drawings or the orientation or positional relationship with which the product of the present invention is conventionally placed during use, and are used for convenience in describing and simplifying the present invention, but do not indicate or imply that the structure or system being referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and therefore should not be considered as limiting the present invention. Furthermore, the terms "first", "second", etc. are used merely to distinguish one description from another, and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated.
According to the statistical analysis of the earthquake occurrence probability which affects the building engineering, for a region, the earthquake intensity with the exceeding probability of about 63 percent in 50 years is the earthquake mode intensity, which is called 'multi-chance earthquake', namely minor earthquake; the seismic intensity with the exceeding probability of about 10 percent in 50 years is the basic seismic intensity, which is called as the 'fortification seismic', namely the middle seismic; earthquake intensity with the exceeding probability of about 2-3% within 50 years is called rare earthquake, namely major earthquake.
Three level targets for building earthquake fortification: the small earthquake is not damaged, the middle earthquake can be repaired, and the large earthquake is not fallen. The method comprises the following specific steps:
a first level: when the structure is affected by the earthquake in the local area, the main structure can be continuously used without being damaged or repaired;
and a second level: when the structure is affected by local fortification earthquake, the structure can be damaged, but can still be used continuously after general repair;
and a third level: when the structure is affected by a local rare earthquake, the structure does not collapse or serious damage which endangers life occurs.
During the structural design, adopt two stage design to realize the fortification target of above-mentioned three levels, specifically as follows:
checking and calculating the bearing capacity of the structure at the first stage: and calculating the elastic earthquake action standard value and the corresponding earthquake action effect of the structure by taking the horizontal earthquake influence coefficient of the multi-earthquake, and carrying out earthquake resistance checking calculation on the section bearing capacity of the structural member according to the corresponding specification rule to achieve the aim of preventing the first level structure from being damaged by small earthquake and simultaneously achieve the aim of repairing the second level structure by damage.
And (3) checking and calculating the elastic-plastic deformation of the structure at the second stage: and taking the horizontal earthquake influence coefficient of a rare earthquake, carrying out structural elastic-plastic interlayer deformation checking calculation, ensuring that the deformation does not exceed the rule specification maximum value range, and adopting corresponding anti-seismic construction measures to achieve the aim of preventing the third level structure from falling down due to severe earthquakes.
In this regard, embodiments of the present invention illustratively provide a support structure and a support system that can control a collapse direction.
In a first aspect, embodiments of the present invention provide a support structure with controllable collapse direction, as shown in figure 1,
two frame columns 1;
the frame beam section 2 is connected to the top ends of the two frame columns 1;
one end of the first support 3 is connected with the bottom end of the left frame column 1, the other end of the first support 3 is connected to the frame beam section 2, and the first support 3 is an anti-buckling support;
one end of the second support 4 is connected with the bottom end of the right frame column 1, and the other end of the second support 4 is connected to the frame beam section 2;
the second support 4 is connected with the frame beam section 2 through the vertical beam section 5, and the vertical beam section 5 is perpendicular to the frame beam section 2;
the first support 3 and the second support 4 are arranged in a crossed manner and divide the frame beam section 2 into a left frame beam section 21, a middle frame beam section 22 and a right frame beam section 23;
under the condition that seismic waves are transmitted from right to left, the right frame beam section 23 and the vertical beam section 5 can dissipate seismic energy through plastic deformation, and a structure formed by the frame column 1, the left frame beam section 21, the middle frame beam section 22, the first support 3 and the second support 4 can bear the force generated by the seismic waves from right to left;
under the condition that seismic waves are transmitted from left to right, the right frame beam section 23 can dissipate seismic energy through plastic deformation, and a structure formed by the frame column 1, the left frame beam section 21, the middle frame beam section 22 and the first support 3 can bear the force generated by the seismic waves from left to right;
when the second support 4 reaches the compressive bearing capacity, the structure formed by the frame column 1, the left frame beam section 21, the middle frame beam section 22, the right frame beam section 23, the first support 3 and the vertical beam section 5 can bear the force generated by the seismic waves;
the right frame beam section 23 only generates shearing plastic deformation energy consumption, and does not generate bending plastic deformation;
the compressive bearing capacity of the first support 3 is not less than the tensile bearing capacity, and the tensile bearing capacity of the second support 4 is greater than the compressive bearing capacity.
It is understood that the above "being able to withstand the force generated by the seismic wave" means that the relevant components are not damaged, for example, the structure formed by the frame column 1, the left frame beam section 21, the middle frame beam section 22, the first support 3 and the second support 4 is able to withstand the force generated by the seismic wave from right to left ", that is, in the case that the seismic wave propagates from right to left, the frame column 1, the left frame beam section 21, the middle frame beam section 22, the first support 3 and the second support 4 are not damaged.
Taking the supporting structure shown in fig. 1 (the first support 3 is disposed on the left side, and the second support 4 is disposed on the right side) as an example, the working principle of the supporting structure provided by the embodiment of the present invention is as follows:
1) under the condition that seismic waves are transmitted from right to left, the first support 3 is in a compressed state, and the second support 4 is in a pulled state; in the case of seismic waves propagating from left to right, the first support 3 is in tension and the second support 4 is in compression. As the compression bearing capacity of the first support 3 is not less than the tension bearing capacity, and the compression bearing capacity of the second support 4 is less than the tension bearing capacity, the second support 4 is gradually compressed and destabilized along with the increase of the earthquake load, so that the lateral bearing capacity of the structure from right to left is greater than the lateral bearing capacity from left to right.
2) Under the condition that seismic waves are transmitted from right to left, the first support 3 is in a compression state, the second support 4 is in a tension state, and the vertical beam section 5 and the right frame beam section 23 are subjected to yielding dissipation of seismic energy before the frame column 1, the left frame beam section 21, the middle frame beam section 22, the first support 3 and the second support 4 along with the increase of seismic load; under the condition that seismic waves are transmitted from left to right, the first support 3 is in a tension state, the second support 4 is in a compression state, the second support 4 is gradually subjected to compression and destabilized along with the increase of seismic loads, the vertical beam section 5 connected with the second support 4 does not yield, and only the right frame beam section 23 connected with the first support 3 yields to dissipate seismic energy. Thus, when the earthquake is from right to left, the structure's ability to dissipate seismic energy is greater than the earthquake's ability to dissipate seismic energy from left to right.
Thus, for the above-described support structure, when the earthquake is from right to left, neither the lateral bearing capacity nor the seismic energy dissipation capacity is greater than when the earthquake is from left to right. Thus, when an ultra rare earthquake occurs, even if the structure collapses, only a collapse from left to right occurs.
Similarly, if an earthquake which is very rare is to be realized, the structure collapses from right to left, and only the positions of the first support 3, the second support 4, the vertical beam section 5 and the corresponding left frame beam section 21 and right frame beam section 23 in the scheme need to be changed, as shown in fig. 2.
By adopting the support structure provided by the embodiment of the invention to improve the adjacent buildings (structures) of the dangerous buildings (structures), the lateral bearing capacity and the seismic energy dissipation capacity of the support structure towards the dangerous buildings (structures) are stronger than the deviation direction, the adjacent buildings (structures) are ensured not to collapse towards the dangerous buildings (structures) during earthquake, and thus secondary disasters caused by the collapse of the adjacent buildings (structures) can be avoided. And the supporting structure is convenient to construct and has low requirements on construction conditions and requirements.
In the above-described support structure, in the case where seismic waves propagate from right to left, the following design may be made for the frame column 1, the left frame beam section 21, the middle frame beam section 22, the first support 3, and the second support 4:
bending moment M of frame column 1CR1-1Axial force NCR1-1Shear force VCR1-1Satisfies the following conditions:
Figure BDA0001788402140000111
Figure BDA0001788402140000112
Figure BDA0001788402140000121
bending moment M of left frame beam section 21CR1-21Axial force NCR1-21Shear force VCR1-21Satisfies the following conditions:
Figure BDA0001788402140000122
Figure BDA0001788402140000123
Figure BDA0001788402140000124
bending moment M of middle frame beam section 22CR1-22Axial force NCR1-22Shear force VCR1-22Satisfies the following conditions:
Figure BDA0001788402140000125
Figure BDA0001788402140000126
Figure BDA0001788402140000127
bending moment M of the first support 3CR1-3Axial force NCR1-3Shear force VCR1-3Satisfies the following conditions:
Figure BDA0001788402140000128
Figure BDA0001788402140000129
Figure BDA00017884021400001210
bending moment M of the second support 4CR1-4Axial force NCR1-4Shear force VCR1-4Satisfies the following conditions:
Figure BDA00017884021400001211
Figure BDA00017884021400001212
Figure BDA00017884021400001213
wherein M isCS1-1、NCS1-1、VCS1-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame column 1 are respectively1-1A constant amplification factor, greater than 1.0;
MCS1-21、NCS1-21、VCS1-21when the left frame beam section 21 is combined with the earthquake, the load effect bending moment, the axial force and the shearing force are respectively generated; gamma ray1-21A constant amplification factor, greater than 1.0;
MCS1-22、NCS1-22、VCS1-22when the combination is multi-earthquake, the load effect bending moment, axial force and shearing force of the middle frame beam section 22; gamma ray1-22A constant amplification factor, greater than 1.0;
MCS1-3、NCS1-3、VCS1-3when the first support 3 is combined with the earthquake, the first support has the load effect of bending moment, axial force and shearing force; gamma ray1-3A constant amplification factor, greater than 1.0;
MCS1-4、NCS1-4、VCS1-4when the second support 4 is combined with the earthquake, the second support has the load effect of bending moment, axial force and shearing force; gamma ray1-4A constant amplification factor, greater than 1.0;
MSL、VSLthe vertical beam section 5 has all-plastic bending bearing capacity and all-plastic shearing bearing capacity;
ML1、VL1when the combination is multi-earthquake combination, the load effect bending moment and the load effect shearing force of the vertical beam section 5 are achieved;
VSRthe right frame beam section 23 is subjected to overall plastic shearing bearing force;
VR1in the event of a combination of multiple earthquakes, the right frame beam section 23 is in shear with a load effect.
Further, γ1-1、γ1-21、γ1-22、γ1-3、γ1-4The value of (a) is related to the earthquake-resistant grade of the structure, and specifically, reference can be made to building design earthquake-resistant specification (GB 50011-2010). The method comprises the following steps:
when the earthquake resistance grade is grade 1, the earthquake resistance grade is more than or equal to 1.3;
when the earthquake resistance grade is grade 2, the earthquake resistance grade is more than or equal to 1.2;
when the earthquake resistance grade is grade 3, the earthquake resistance grade is more than or equal to 1.1.
MCS1-1、NCS1-1、VCS1-1，MCS1-21、NCS1-21、VCS1-21，MCS1-22、NCS1-22、VCS1-22，MCS1-3、NCS1-3、VCS1-3，MCS1-4、NCS1-4、VCS1-4Under the condition that seismic waves are transmitted from right to left, the load effect of each component is bending moment, axial force and shearing force. It can be obtained by engineering calculation analysis software in the structural analysis process, for example: SAP2000, STAAD. PRO, etc.
VSL、VSRThe expression formula of the overall plastic shearing bearing capacity is different when the section types are different relative to the section types of the components.
Illustratively, when the member cross-section is an I-shaped cross-section, the overall plastic shear bearing capacity V isSL、VSRThe formula of the calculation can be expressed as: 0.6. fy·hw·tw；
fyBeam steel yield strength, which can be found in the corresponding specifications;
hw-web height;
tw-beam web thickness;
in addition, MSLThe expression formula of the all-plastic bending bearing capacity is different when the section types are different relative to the section types of the components.
Illustratively, when the cross section of the component is an I-shaped cross section, the overall plastic flexural bearing capacity MSLThe formula of the calculation can be expressed as: (f)y-a)·Wpb
fyThe yield strength of the steel of the beam section can be found in corresponding specifications.
a-flange mean positive stress caused by axial forces.
Wpb-modulus of section of beam section in plastic form, and dimensions B, t, h, t of beam sectionwEtc. (B denotes the width of the flange of the beam section, t denotes the thickness of the flange of the beam section, h denotes the height of the beam section, t denotes the height of the beam sectionwRepresenting the energy dissipating beam segment web thickness).
Of course, the cross section of the member may be of another type, not limited to the I shape.
And load effect bending moment ML1Load effect shear force VL1、VR1And can also be obtained by engineering calculation analysis software.
In one possible real-time manner, the first support 3 may be an anti-buckling support and the second support 4 may be a plain support.
In the above-described support structure, when the seismic wave propagates from left to right, the following design may be performed for the frame column 1, the left frame beam section 21, the middle frame beam section 22, and the first support 3:
bending moment M of frame column 1CR2-1Axial force NCR2-1Shear force VCR2-1Satisfies the following conditions:
Figure BDA0001788402140000141
Figure BDA0001788402140000142
Figure BDA0001788402140000143
bending moment M of left frame beam section 21CR2-21Axial force NCR2-21Shear force VCR2-21Satisfies the following conditions:
Figure BDA0001788402140000144
Figure BDA0001788402140000145
Figure BDA0001788402140000146
bending moment M of middle frame beam section 22CR2-22Axial force NCR2-22Shear force VCR2-22Satisfies the following conditions:
Figure BDA0001788402140000147
Figure BDA0001788402140000148
Figure BDA0001788402140000149
bending moment M of the first support 3CR2-3Axial force NCR2-3Shear force VCR2-3Satisfies the following conditions:
Figure BDA00017884021400001410
Figure BDA0001788402140000151
Figure BDA0001788402140000152
wherein M isCS2-1、NCS2-1、VCS2-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame column 1 are respectively2-1A constant amplification factor, greater than 1.0;
MCS2-21、NCS2-21、VCS2-21when combined in a multi-earthquake mode, the load effect bending moment, axial force, shear force, gamma, of the left frame beam section 212-21A constant amplification factor, greater than 1.0;
MCS2-22、NCS2-22、VCS2-22when combined in multiple earthquakes, the load effect bending moment, axial force, shearing force, gamma, of the middle frame beam section 222-22A constant amplification factor, greater than 1.0;
MCS2-3，NCS2-3，VCS2-3when the first support 3 is combined with the earthquake, the load effect bending moment, the axial force, the shearing force, gamma of the first support 32-3A constant amplification factor, greater than 1.0;
VSRthe right frame beam section 23 is subjected to overall plastic shearing bearing force;
VR2in the event of a combination of multiple earthquakes, the right frame beam section 23 is in shear with a load effect.
Wherein, γ2-1、γ2-21、γ2-22、γ2-3The value of (a) is related to the earthquake-resistant grade of the structure, and specifically, reference can be made to building design earthquake-resistant specification (GB 50011-2010). The method comprises the following steps:
when the earthquake resistance grade is grade 1, the earthquake resistance grade is more than or equal to 1.3;
when the earthquake resistance grade is grade 2, the earthquake resistance grade is more than or equal to 1.2;
when the earthquake resistance grade is grade 3, the earthquake resistance grade is more than or equal to 1.1.
MCS2-1、NCS2-1、VCS2-1，MCS2-21、NCS2-21、VCS2-21，MCS2-22、NCS2-22、VCS2-22，MCS2-3，NCS2-3，VCS2-3When seismic waves propagate from left to right, the load effect of each member is bending moment, axial force and shearing force. It can be obtained by engineering calculation analysis software in the structural analysis process, for example: SAP2000, STAAD. PRO, etc.
For VSRThe above description is exemplary and will not be repeated herein.
And VR2Can be obtained by engineering calculation analysis software.
In the above-mentioned support structure, when the second support 4 reaches the compressive bearing capacity, the following design can be performed for the frame column 1, the left frame beam section 21, the middle frame beam section 22, the right frame beam section 23, the first support 3, and the vertical beam section 5:
bending moment M of frame column 1CR3-1Axial force NCR3-1Shear force VCR3-1Satisfies the following conditions:
MCR3-1≥γ3-1.MCS3-1；
NCR3-1≥γ3-1.NCS3-1；
VCR3-1≥γ3-1.VCS3-1；
bending moment M of left frame beam section 21CR3-21Axial force NCR3-21Shear force VCR3-21Satisfies the following conditions:
MCR3-21≥γ3-21.MCS3-21；
NCR3-21≥γ3-21.NCS3-21；
VCR3-21≥γ3-21.VCS3-21；
bending moment M of middle frame beam section 22CR3-22Axial force NCR3-22Shear force VCR3-22Satisfies the following design values:
MCR3-22≥γ3-22.MCS3-22；
NCR3-22≥γ3-22.NCS3-22；
VCR3-22≥γ3-22.VCS3-22；
bending moment M of right frame beam section 23CR3-23Axial force NCR3-23Shear force VCR3-23Satisfies the following design values:
MCR3-23≥γ3-23.MCS3-23；
NCR3-23≥γ3-23.NCS3-23；
VCR3-23≥γ3-23.VCS3-23；
bending moment M of the first support 3CR3-3Axial force NCR3-3Shear force VCR3-3Satisfies the following design values:
MCR3-3≥γ3-3.MCS3-3；
NCR3-3≥γ3-3.NCS3-3；
VCR3-3≥γ3-3.VCS3-3；
bending moment M of vertical beam section 5CR3-5Axial force NCR3-5Shear force VCR3-5Satisfies the following conditions:
MCR3-5≥γ3-5.MCS3-5；
NCR3-5≥γ3-5.NCS3-5；
VCR3-5≥γ3-5.VCS3-5；
wherein M isCS3-1、NCS3-1、VCS3-1When the second support 4 reaches the bearing force under pressure, the load of the frame column 1 combines bending moment, axial force and shearing force, gamma3-1A constant amplification factor, greater than 1.0;
MCS3-21、NCS3-21、VCS3-21when the second support 4 reaches the compressive bearing capacity, the load of the left frame beam section 21 combines bending moment, axial force and shearing force, gamma3-21A constant amplification factor, greater than 1.0;
MCS3-22、NCS3-22、VCS3-22when the second support 4 reaches the compressive bearing capacity, the load of the middle frame beam section 22 combines bending moment, axial force and shearing force, gamma3-22Is a constantA number amplification factor, greater than 1.0;
MCS3-23、NCS3-23、VCS3-23when the second support 4 reaches the compressive bearing capacity, the load of the right frame beam section 23 combines bending moment, axial force, shearing force, gamma3-23A constant amplification factor, greater than 1.0;
MCS3-3、NCS3-3、VCS3-3when the second support 4 reaches the bearing capacity under pressure, the load of the first support 3 combines bending moment, axial force and shearing force, gamma3-3A constant amplification factor, greater than 1.0;
MCS3-5、NCS3-5、VCS3-5when the second support 4 reaches the bearing capacity under pressure, the load of the vertical beam section 5 combines bending moment, axial force and shearing force, gamma3-5Is a constant amplification factor, greater than 1.0.
Wherein, γ3-1、γ3-21、γ3-22、γ3-23、γ3-3、γ3-5The value of (a) is related to the earthquake-resistant grade of the structure, and specifically, reference can be made to building design earthquake-resistant specification (GB 50011-2010). The method comprises the following steps:
when the earthquake resistance grade is grade 1, the earthquake resistance grade is more than or equal to 1.3;
when the earthquake resistance grade is grade 2, the earthquake resistance grade is more than or equal to 1.2;
when the earthquake resistance grade is grade 3, the earthquake resistance grade is more than or equal to 1.1.
MCS3-1、NCS3-1、VCS3-1，MCS3-21、NCS3-21、VCS3-21，MCS3-22、NCS3-22、VCS3-22、MCS3-23、NCS3-23、VCS3-23，MCS3-3、NCS3-3、VCS3-3，MCS3-5、NCS3-5、VCS3-5When the second support 4 reaches the compressive bearing capacity, the load of each component is combined with bending moment, axial force and shearing force. It can be obtained by engineering calculation analysis software in the structural analysis process, for example: SAP2000, STAAD. PRO, etc.
In the above-described support structure, the length L of the right frame beam section 23RThe following conditions are satisfied:
Figure BDA0001788402140000171
wherein M isSRThe right frame beam section 23 is considered to have an overall plastic flexural capacity affected by the axial force;
VSRis the overall plastic shear load bearing capacity of the right frame beam section 23.
MSRThe expression formula of the all-plastic bending bearing capacity is different when the section types are different relative to the section types of the components.
Illustratively, when the cross section of the component is an I-shaped cross section, the overall plastic flexural bearing capacity MSRThe formula of the calculation can be expressed as: (f)y-a)·Wpb
fyThe yield strength of the steel of the beam section, which can be found in the corresponding specifications.
aFlange mean positive stress caused by axial forces.
WpbThe modulus of the section of the beam, and the dimensions B, t, h, t of the beam sectionwEtc. (B denotes the width of the flange of the beam section, t denotes the thickness of the flange of the beam section, h denotes the height of the beam section, t denotes the height of the beam sectionwRepresenting the energy dissipating beam segment web thickness).
Of course, the cross section of the member may be of another type, not limited to the I shape.
For VSRThe above description is exemplary and will not be repeated herein.
In the above-described support structure, the compressive bearing force N of the first support 31-3And the tensile bearing force N2-3Comprises the following steps:
N1-3＝N2-3＝f1.An-3；
tensile bearing force N of second support 41-4Greater than compressive bearing capacity N2-4Comprises the following steps:
N1-4＝f2.An-4，
N2-4＝Ψ.f2.An-4’；
wherein f is1Being a first support 3Designing the strength of steel;
f2a steel strength design value for the second support 4;
An-3is the net cross-sectional area of the first support 3;
An-4is the net cross-sectional area of the second support 4;
An-4' is the bristle cross-sectional area of the second support 4;
psi is the stable coefficient of the axial compression component, and psi is less than or equal to 1.0.
f1And f2The design value of the strength of the steel can be determined according to the design specification of the steel structure. The value of the support is only related to the grade of steel, and in practical engineering, the first support 3 and the second support 4 can adopt steel with the same grade or steel with different grades.
Psi can be specifically determined according to appendix C of the design Specification for Steel structures (GB 50017-2003).
It will be appreciated that the net cross-sectional area may be equal to the area of the bristle cross-section minus the area of the cross-sectional weakened portion.
In a second aspect, an embodiment of the present invention provides another support structure capable of controlling a collapse direction, as shown in fig. 3, the support structure including: two frame columns 1;
the frame beam section 2 is connected to the top ends of the two frame columns 1;
one end of the first support 3 is connected with the bottom end of the left frame column 1, the other end of the first support 3 is connected to the frame beam section 2, and the first support 3 is an anti-buckling support;
one end of the second support 4 is connected with the bottom end of the right frame column 1, and the other end of the second support 4 is connected to the frame beam section 2;
the first support 3 is connected with the frame beam section 2 through the vertical beam section 5, and the vertical beam section 5 is perpendicular to the frame beam section 2;
the first support 3 and the second support 4 are arranged in a crossed manner and divide the frame beam section 2 into a left frame beam section 21, a middle frame beam section 22 and a right frame beam section 23;
under the condition that seismic waves are transmitted from right to left, the left frame beam section 21 and the vertical beam section 5 can dissipate seismic energy through plastic deformation, and a structure formed by the frame column 1, the middle frame beam section 22, the right frame beam section 23, the first support 3 and the second support 4 can bear the force generated by the seismic waves from right to left;
under the condition that seismic waves are transmitted from left to right, the vertical beam section 5 can dissipate seismic energy through plastic deformation, and a structure formed by the frame column 1, the left frame beam section 21, the middle frame beam section 22, the right frame beam section 23 and the first support 3 can bear the force generated by the seismic waves from left to right;
when the second support 4 reaches the compressive bearing capacity, the structure formed by the frame column 1, the left frame beam section 21, the middle frame beam section 22, the right frame beam section 23, the first support 3 and the vertical beam section 5 can bear the force generated by seismic waves;
the left frame beam section 21 only generates shearing plastic deformation energy consumption, and does not generate bending plastic deformation;
the compressive bearing capacity of the first support 3 is not less than the tensile bearing capacity, and the tensile bearing capacity of the second support 4 is greater than the compressive bearing capacity.
It is understood that the above "being able to withstand the force generated by the seismic wave" means that the relevant components are not damaged, for example, the structure formed by the frame column 1, the middle frame beam section 22, the right frame beam section 23, the first support 3 and the second support 4 is able to withstand the force generated by the seismic wave from right to left ", that is, in the case that the seismic wave propagates from right to left, the frame column 1, the middle frame beam section 22, the right frame beam section 23, the first support 3 and the second support 4 are not damaged.
Taking the supporting structure shown in fig. 3 (the first support 3 is disposed on the left side, and the second support 4 is disposed on the right side) as an example, the working principle of the supporting structure provided by the embodiment of the present invention is as follows:
1) under the condition that seismic waves are transmitted from right to left, the first support 3 is in a compressed state, and the second support 4 is in a pulled state; in the case of seismic waves propagating from left to right, the first support 3 is in tension and the second support 4 is in compression. As the compression bearing capacity of the first support 3 is not less than the tension bearing capacity, and the compression bearing capacity of the second support 4 is less than the tension bearing capacity, the second support 4 is gradually compressed and destabilized along with the increase of the earthquake load, so that the lateral bearing capacity of the structure from right to left is greater than the lateral bearing capacity from left to right.
2) Under the condition that seismic waves are transmitted from right to left, the first support 3 is in a compression state, the second support 4 is in a tension state, and with the increase of seismic loads, the left frame beam section 21 and the vertical beam section 5 are subjected to yielding dissipation of seismic energy before the frame column 1, the middle frame beam section 22, the right frame beam section 23, the first support 3 and the second support 4; under the condition that seismic waves are transmitted from left to right, the first support 3 is in a tension state, the second support 4 is in a compression state, the second support 4 is gradually subjected to compression and destabilized along with the increase of seismic loads, the left frame beam section 21 connected with the second support 4 does not yield, and only the vertical beam section 5 connected with the first support 3 yields to dissipate seismic energy. Thus, when the earthquake is from right to left, the structure's ability to dissipate seismic energy is greater than the earthquake's ability to dissipate seismic energy from left to right.
Thus, for the above-described support structure, when the earthquake is from right to left, neither the lateral bearing capacity nor the seismic energy dissipation capacity is greater than when the earthquake is from left to right. Thus, when an ultra rare earthquake occurs, even if the structure collapses, only a collapse from left to right occurs.
Similarly, if an earthquake which is very rare is to be occurred, the structure collapses from right to left, and only the positions of the first support 3, the second support 4, the vertical beam section 5, and the corresponding left frame beam section 21 and right frame beam section 23 in the scheme need to be changed, as shown in fig. 4.
Likewise, in the above-described support structure, in the case where the seismic wave propagates from right to left, the following design may be made for the frame column 1, the middle-frame beam section 22, the right-frame beam section 23, the first support 3, and the second support 4:
bending moment M of frame column 1CR1-1Axial force NCR1-1Shear force VCR1-1Satisfies the following conditions:
Figure BDA0001788402140000201
Figure BDA0001788402140000202
Figure BDA0001788402140000203
bending moment M of middle frame beam section 22CR1-22Axial force NCR1-22Shear force VCR1-22Satisfies the following conditions:
Figure BDA0001788402140000204
Figure BDA0001788402140000205
Figure BDA0001788402140000206
bending moment M of right frame beam section 23CR1-23Axial force NCR1-23Shear force VCR1-23Satisfies the following conditions:
Figure BDA0001788402140000207
Figure BDA0001788402140000208
Figure BDA0001788402140000209
bending moment M of the first support 3CR1-3Axial force NCR1-3Shear force VCR1-3Satisfies the following conditions:
Figure BDA00017884021400002010
Figure BDA00017884021400002011
Figure BDA00017884021400002012
bending moment M of the second support 4CR1-4Axial force NCR1-4Shear force VCR1-4Satisfies the following conditions:
Figure BDA0001788402140000211
Figure BDA0001788402140000212
Figure BDA0001788402140000213
wherein M isCS1-1、NCS1-1、VCS1-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame column 1 are respectively1-1A constant amplification factor, greater than 1.0;
MCS1-22、NCS1-22、VCS1-22when the combination is multi-earthquake, the load effect bending moment, axial force and shearing force of the middle frame beam section 22; gamma ray1-22A constant amplification factor, greater than 1.0;
MCS1-23、NCS1-23、VCS1-23when the right frame beam section 23 is combined with the earthquake in various occasions, the load effect bending moment, the axial force and the shearing force of the right frame beam section 23 are respectively obtained; gamma ray1-21A constant amplification factor, greater than 1.0;
MCS1-3、NCS1-3、VCS1-3when the first support 3 is combined with the earthquake, the first support has the load effect of bending moment, axial force and shearing force; gamma ray1-3A constant amplification factor, greater than 1.0;
MCS1-4、NCS1-4、VCS1-4when the second support 4 is combined with the earthquake, the second support has the load effect of bending moment, axial force and shearing force; gamma ray1-4A constant amplification factor, greater than 1.0;
VSLthe left frame beam section 21 is subjected to overall plastic shearing bearing force;
MSR、VSRrespectively the full plastic bending bearing capacity and the full plastic shearing bearing capacity of the vertical beam section 5;
VL1the load effect shear of the left frame beam section 21 when combined in a multi-earthquake scenario;
MR1、VR1when the combination is in a multi-earthquake mode, the load effect bending moment and the load effect shearing force of the vertical beam section 5 are achieved.
It is to be understood that, for obtaining (or taking) the parameters involved, reference may be made to the relevant contents of the first aspect, and details are not described herein.
In the above-mentioned support structure, when the seismic wave propagates from left to right, the following design may be performed for the frame column 1, the left frame beam section 21, the middle frame beam section 22, the right frame beam section 23, and the first support 3:
bending moment M of frame column 1CR2-1Axial force NCR2-1Shear force VCR2-1Satisfies the following conditions:
Figure BDA0001788402140000214
Figure BDA0001788402140000215
Figure BDA0001788402140000216
left frame beam section 21 bending moment MCR2-21Axial force NCR2-21Shear force VCR2-21Satisfies the following conditions:
Figure BDA0001788402140000221
Figure BDA0001788402140000222
Figure BDA0001788402140000223
bending moment M of middle frame beam section 22CR2-22Axial force NCR2-22Shear force VCR2-22Satisfies the following conditions:
Figure BDA0001788402140000224
Figure BDA0001788402140000225
Figure BDA0001788402140000226
bending moment M of right frame beam section 23CR2-23Axial force NCR2-23Shear force VCR2-23Satisfies the following conditions:
Figure BDA0001788402140000227
Figure BDA0001788402140000228
Figure BDA0001788402140000229
bending moment M of the first support 3CR2-3Axial force NCR2-3Shear force VCR2-3Satisfies the following conditions:
Figure BDA00017884021400002210
Figure BDA00017884021400002211
Figure BDA00017884021400002212
wherein M isCS2-1、NCS2-1、VCS2-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame column 1 are respectively2-1A constant amplification factor, greater than 1.0;
MCS2-21、NCS2-21、VCS2-21when combined in a multi-earthquake mode, the load effect bending moment, axial force, shear force, gamma, of the left frame beam section 212-21A constant amplification factor, greater than 1.0;
MCS2-22、NCS2-22、VCS2-22when combined in multiple earthquakes, the load effect bending moment, axial force, shearing force, gamma, of the middle frame beam section 222-22A constant amplification factor, greater than 1.0;
MCS2-23、NCS2-23、VCS2-23when combined in a multi-earthquake mode, the right frame beam section 23 has a load effect bending moment, axial force, shear force, gamma2-23A constant amplification factor, greater than 1.0;
MCS2-3，NCS2-3，VCS2-3when the first support 3 is combined with the earthquake, the load effect bending moment, the axial force, the shearing force, gamma of the first support 32-3A constant amplification factor, greater than 1.0;
MSR、VSRthe vertical beam section 5 has all-plastic bending bearing capacity and all-plastic shearing bearing capacity;
MR2、VR2when the combination is in a multi-earthquake mode, the load effect bending moment and the load effect shearing force of the vertical beam section 5 are achieved.
It is to be understood that, for obtaining (or taking) the parameters involved, reference may be made to the relevant contents of the first aspect, and details are not described herein.
In the above-mentioned support structure, when the second support 4 reaches the compressive bearing capacity, the following design can be performed for the frame column 1, the left frame beam section 21, the middle frame beam section 22, the right frame beam section 23, the first support 3, and the vertical beam section 5:
bending moment M of frame column 1CR3-1Axial force NCR3-1Shear force VCR3-1Satisfies the following conditions:
MCR3-1≥γ3-1.MCS3-1；
NCR3-1≥γ3-1.NCS3-1；
VCR3-1≥γ3-1.VCS3-1；
bending moment M of left frame beam section 21CR3-21Axial force NCR3-21Shear force VCR3-21Satisfies the following conditions:
MCR3-21≥γ3-21.MCS3-21；
NCR3-21≥γ3-21.NCS3-21；
VCR3-21≥γ3-21.VCS3-21；
bending moment M of middle frame beam section 22CR3-22Axial force NCR3-22Shear force VCR3-22Satisfies the following design values:
MCR3-22≥γ3-22.MCS3-22；
NCR3-22≥γ3-22.NCS3-22；
VCR3-22≥γ3-22.VCS3-22；
bending moment M of right frame beam section 23CR3-23Axial force NCR3-23Shear force VCR3-23Satisfies the following design values:
MCR3-23≥γ3-23.MCS3-23；
NCR3-23≥γ3-23.NCS3-23；
VCR3-23≥γ3-23.VCS3-23；
bending moment M of the first support 3CR3-3Axial force NCR3-3Shear force VCR3-3Satisfies the following design values:
MCR3-3≥γ3-3.MCS3-3；
NCR3-3≥γ3-3.NCS3-3；
VCR3-3≥γ3-3.VCS3-3；
bending moment M of vertical beam section 5CR3-5Axial force NCR3-5Shear force VCR3-5Satisfies the following conditions:
MCR3-5≥γ3-5.MCS3-5；
NCR3-5≥γ3-5.NCS3-5；
VCR3-5≥γ3-5.VCS3-5；
wherein M isCS3-1、NCS3-1、VCS3-1When the second support 4 reaches the bearing force under pressure, the load of the frame column 1 combines bending moment, axial force and shearing force, gamma3-1A constant amplification factor, greater than 1.0;
MCS3-21、NCS3-21、VCS3-21when the second support 4 reaches the compressive bearing capacity, the load of the left frame beam section 21 combines bending moment, axial force and shearing force, gamma3-21A constant amplification factor, greater than 1.0;
MCS3-22、NCS3-22、VCS3-22when the second support 4 reaches the compressive bearing capacity, the load of the middle frame beam section 22 combines bending moment, axial force and shearing force, gamma3-22A constant amplification factor, greater than 1.0;
MCS3-23、NCS3-23、VCS3-23when the second support 4 reaches the compressive bearing capacity, the load of the right frame beam section 23 combines bending moment, axial force, shearing force, gamma3-23A constant amplification factor, greater than 1.0;
MCS3-3、NCS3-3、VCS3-3when the second support 4 reaches the bearing capacity under pressure, the load of the first support 3 combines bending moment, axial force and shearing force, gamma3-3A constant amplification factor, greater than 1.0;
MCS3-5、NCS3-5、VCS3-5respectively when the second support 4 reaches the compression bearingDuring loading, the load of the vertical beam section 5 combines bending moment, axial force and shearing force, gamma3-5Is a constant amplification factor, greater than 1.0.
It is to be understood that, for obtaining (or taking) the parameters involved, reference may be made to the relevant contents of the first aspect, and details are not described herein.
In the above-described support structure, the length L of the left frame beam section 21LThe following conditions are satisfied:
Figure BDA0001788402140000241
wherein M isSLThe full plastic flexural capacity of the left frame beam section 21 under the influence of axial force is considered;
VSLthe overall plastic shear capacity of the left frame beam section 21.
It is to be understood that, for obtaining (or taking) the parameters involved, reference may be made to the relevant contents of the first aspect, and details are not described herein.
In the above-described support structure, the compressive bearing force N of the first support 31-3And the tensile bearing force N2-3Comprises the following steps:
N1-3＝N2-3＝f1.An-3；
tensile bearing force N of second support 41-4Greater than compressive bearing capacity N2-4Comprises the following steps:
N1-4＝f2.An-4，
N2-4＝Ψ.f2.An-4’；
wherein f is1A design value for the steel strength of the first support 3;
f2a steel strength design value for the second support 4;
An-3is the net cross-sectional area of the first support 3;
An-4is the net cross-sectional area of the second support 4;
An-4' is the bristle cross-sectional area of the second support 4;
psi is the stable coefficient of the axial compression component, and psi is less than or equal to 1.0.
It is to be understood that, for obtaining (or taking) the parameters involved, reference may be made to the relevant contents of the first aspect, and details are not described herein.
In a third aspect, embodiments of the present invention further provide a support system capable of controlling a collapse direction, as shown in fig. 5, the support system may include any one of the support structures described above;
and a plurality of the support structures are longitudinally stacked.
By adopting the supporting system provided by the embodiment of the invention to improve the adjacent buildings (structures) of the dangerous buildings (structures), the lateral bearing capacity and the seismic energy dissipation capacity of the adjacent buildings (structures) towards the dangerous buildings (structures) are stronger than the deviation direction, the adjacent buildings (structures) are ensured not to collapse towards the dangerous buildings (structures) during earthquake, and thus secondary disasters caused by the collapse of the adjacent buildings (structures) can be avoided. And the supporting structure is convenient to construct and has low requirements on construction conditions and requirements.
For obtaining the parameters, reference may be made to the obtaining methods in the prior art. For example, when the combined structure is subjected to multiple earthquakes, the load effect bending moment, the axial force and the shearing force of the corresponding components are combined, and when the second support reaches the compressive bearing force, the parameters of the load combined bending moment, the axial force and the shearing force of the related components can be obtained by referring to pages 12 and 42 of building earthquake-resistant design specifications (GB50011-2010) and page 46 of high-rise civil building steel structure technical regulations (JGJ 99-2015) and combining engineering calculation analysis software (such as SAP2000, STAAD. PRO and other software); the acquisition of parameters such as the all-plastic shear bearing capacity of the related components, the all-plastic bending bearing capacity considering the influence of axial force and the like can refer to page 101 of the anti-seismic design Specification of structures (GB 50191 and 2012); the "compressive load capacity and tensile load capacity of the relevant member" can be obtained by referring to page 36 of the design Specification for Steel Structure (GB 50017-2003).
The above description is only for facilitating the understanding of the technical solutions of the present invention by those skilled in the art, and is not intended to limit the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (8)

1. A supporting structure capable of controlling the collapse direction is characterized in that,
two frame columns (1);
the frame beam section (2), the frame beam section (2) is connected to the top ends of the two frame columns (1);
one end of the first support (3) is connected with the bottom end of the left frame column (1), the other end of the first support (3) is connected to the frame beam section (2), and the first support (3) is an anti-buckling support;
one end of the second support (4) is connected with the bottom end of the frame column (1) on the right side, and the other end of the second support (4) is connected to the frame beam section (2);
the second support (4) is connected with the frame beam section (2) through the vertical beam section (5), and the vertical beam section (5) is perpendicular to the frame beam section (2);
the first support (3) and the second support (4) are arranged in a crossed mode and divide the frame beam section (2) into a left frame beam section (21), a middle frame beam section (22) and a right frame beam section (23);
it is also characterized in that the method comprises the following steps,
under the condition that seismic waves propagate from right to left, the right frame beam section (23) and the vertical beam section (5) can dissipate seismic energy through plastic deformation, and a structure formed by the frame column (1), the left frame beam section (21), the middle frame beam section (22), the first support (3) and the second support (4) can bear the force generated by the seismic waves from right to left;
under the condition that seismic waves propagate from left to right, the right frame beam section (23) can dissipate seismic energy through plastic deformation, and the structure formed by the frame column (1), the left frame beam section (21), the middle frame beam section (22) and the first support (3) can bear the force generated by the seismic waves from left to right;
when the second support (4) reaches the compressive bearing capacity, a structure formed by the frame column (1), the left frame beam section (21), the middle frame beam section (22), the right frame beam section (23), the first support (3) and the vertical beam section (5) can bear the force generated by the seismic waves;
the right frame beam section (23) only generates shearing plastic deformation energy consumption and cannot generate bending plastic deformation;
the compressive bearing capacity of the first support (3) is not less than the tensile bearing capacity, and the tensile bearing capacity of the second support (4) is greater than the compressive bearing capacity.
2. The support structure of claim 1, wherein, in the case of seismic waves propagating from right to left,
bending moment M of the frame column (1)CR1-1Axial force NCR1-1Shear force VCR1-1Satisfies the following conditions:
Figure FDA0001788402130000021
Figure FDA0001788402130000022
Figure FDA0001788402130000023
bending moment M of the left frame beam section (21)CR1-21Axial force NCR1-21Shear force VCR1-21Satisfies the following conditions:
Figure FDA0001788402130000024
Figure FDA0001788402130000025
Figure FDA0001788402130000026
bending moment M of the middle frame beam section (22)CR1-22Axial force NCR1-22Shear force VCR1-22Satisfies the following conditions:
Figure FDA0001788402130000027
Figure FDA0001788402130000028
Figure FDA0001788402130000029
bending moment M of the first support (3)CR1-3Axial force NCR1-3Shear force VCR1-3Satisfies the following conditions:
Figure FDA00017884021300000210
Figure FDA00017884021300000211
Figure FDA00017884021300000212
bending moment M of the second support (4)CR1-4Axial force NCR1-4Shear force VCR1-4Satisfies the following conditions:
Figure FDA00017884021300000213
Figure FDA00017884021300000214
Figure FDA0001788402130000031
wherein M isCS1-1、NCS1-1、VCS1-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame columns (1) are respectively1-1A constant amplification factor, greater than 1.0;
MCS1-21、NCS1-21、VCS1-21when the left frame beam section (21) is combined with the earthquake in various occasions, the load effect bending moment, the axial force and the shearing force of the left frame beam section are respectively obtained; gamma ray1-21A constant amplification factor, greater than 1.0;
MCS1-22、NCS1-22、VCS1-22when the combined structure is subjected to multiple earthquakes, the load effect bending moment, the axial force and the shearing force of the middle frame beam section (22) are achieved; gamma ray1-22A constant amplification factor, greater than 1.0;
MCS1-3、NCS1-3、VCS1-3when the first support (3) is combined with the earthquake in various ways, the first support (3) has a load effect bending moment, an axial force and a shearing force; gamma ray1-3A constant amplification factor, greater than 1.0;
MCS1-4、NCS1-4、VCS1-4when the second support (4) is combined with the earthquake in various ways, the second support (4) has a load effect bending moment, an axial force and a shearing force; gamma ray1-4A constant amplification factor, greater than 1.0;
MSL、VSLthe overall plastic bending bearing capacity and the overall plastic shearing bearing capacity of the vertical beam section (5);
ML1、VL1when the combination is multi-earthquake combination, the load effect bending moment and the load effect shearing force of the vertical beam section (5) are achieved;
VSRthe right frame beam section (23) is subjected to overall plastic shearing bearing force;
VR1and when the combined structure is in multi-earthquake combination, the right frame beam section (23) is in load effect shearing force.
3. The support structure of claim 1, wherein, in the case of seismic waves propagating from left to right,
bending moment M of the frame column (1)CR2-1Axial force NCR2-1Shear force VCR2-1Satisfies the following conditions:
Figure FDA0001788402130000032
Figure FDA0001788402130000033
Figure FDA0001788402130000034
bending moment M of the left frame beam section (21)CR2-21Axial force NCR2-21Shear force VCR2-21Satisfies the following conditions:
Figure FDA0001788402130000035
Figure FDA0001788402130000036
Figure FDA0001788402130000041
bending moment M of the middle frame beam section (22)CR2-22Axial force NCR2-22Shear force VCR2-22Satisfies the following conditions:
Figure FDA0001788402130000042
Figure FDA0001788402130000043
Figure FDA0001788402130000044
bending moment M of the first support (3)CR2-3Axial force NCR2-3Shear force VCR2-3Satisfies the following conditions:
Figure FDA0001788402130000045
Figure FDA0001788402130000046
Figure FDA0001788402130000047
wherein M isCS2-1、NCS2-1、VCS2-1When the frame columns are combined in a multi-earthquake mode, the load effect bending moment, the axial force, the shearing force and the gamma of the frame columns (1) are respectively2-1A constant amplification factor, greater than 1.0;
MCS2-21、NCS2-21、VCS2-21when the left frame beam section (21) is combined with the earthquake in various ways, the load effect bending moment, the axial force, the shearing force and the gamma ray of the left frame beam section (21) are respectively2-21A constant amplification factor, greater than 1.0;
MCS2-22、NCS2-22、VCS2-22when the combined multi-earthquake is adopted, the load effect bending moment, the axial force, the shearing force and the gamma of the middle frame beam section (22) are respectively2-22A constant amplification factor, greater than 1.0;
MCS2-3，NCS2-3，VCS2-3when the first support (3) is combined with the earthquake in multiple occasions, the first support (3) has the load effect of bending moment, axial force, shearing force and gamma2-3A constant amplification factor, greater than 1.0;
VSRthe right frame beam section (23) is subjected to overall plastic shearing bearing force;
VR2and when the combined structure is in multi-earthquake combination, the right frame beam section (23) is in load effect shearing force.
4. Support structure according to claim 1, characterized in that in case the second support (4) reaches a load bearing capacity in compression,
bending moment M of the frame column (1)CR3-1Axial force NCR3-1Shear force VCR3-1Satisfies the following conditions:
MCR3-1≥γ3-1.MCS3-1；
NCR3-1≥γ3-1.NCS3-1；
VCR3-1≥γ3-1.VCS3-1；
bending moment M of the left frame beam section (21)CR3-21Axial force NCR3-21Shear force VCR3-21Satisfies the following conditions:
MCR3-21≥γ3-21.MCS3-21；
NCR3-21≥γ3-21.NCS3-21；
VCR3-21≥γ3-21.VCS3-21；
bending moment M of the middle frame beam section (22)CR3-22Axial force NCR3-22Shear force VCR3-22Satisfies the following design values:
MCR3-22≥γ3-22.MCS3-22；
NCR3-22≥γ3-22.NCS3-22；
VCR3-22≥γ3-22.VCS3-22；
bending moment M of the right frame beam section (23)CR3-23Axial force NCR3-23Shear force VCR3-23Satisfies the following design values:
MCR3-23≥γ3-23.MCS3-23；
NCR3-23≥γ3-23.NCS3-23；
VCR3-23≥γ3-23.VCS3-23；
bending moment M of the first support (3)CR3-3Axial force NCR3-3Shearing forceVCR3-3Satisfies the following design values:
MCR3-3≥γ3-3.MCS3-3；
NCR3-3≥γ3-3.NCS3-3；
VCR3-3≥γ3-3.VCS3-3；
bending moment M of the vertical beam section (5)CR3-5Axial force NCR3-5Shear force VCR3-5Satisfies the following conditions:
MCR3-5≥γ3-5.MCS3-5；
NCR3-5≥γ3-5.NCS3-5；
VCR3-5≥γ3-5.VCS3-5；
wherein M isCS3-1、NCS3-1、VCS3-1When the second support (4) reaches the compressive bearing capacity, the load of the frame column (1) combines bending moment, axial force, shearing force and gamma3-1A constant amplification factor, greater than 1.0;
MCS3-21、NCS3-21、VCS3-21when the second support (4) reaches the compressive bearing force, the load of the left frame beam section (21) combines bending moment, axial force, shearing force and gamma3-21A constant amplification factor, greater than 1.0;
MCS3-22、NCS3-22、VCS3-22when the second support (4) reaches the compressive bearing force, the load of the middle frame beam section (22) combines bending moment, axial force, shearing force and gamma3-22A constant amplification factor, greater than 1.0;
MCS3-23、NCS3-23、VCS3-23when the second support (4) reaches the compressive bearing force, the load of the right frame beam section (23) combines bending moment, axial force, shearing force and gamma3-23A constant amplification factor, greater than 1.0;
MCS3-3、NCS3-3、VCS3-3when the second support (4) reaches the compressive bearing capacity, the load of the first support (3) combines bending moment, axial force,Shear force, gamma3-3A constant amplification factor, greater than 1.0;
MCS3-5、NCS3-5、VCS3-5when the second support (4) reaches the compressive bearing capacity, the load of the vertical beam section (5) combines bending moment, axial force, shearing force and gamma3-5Is a constant amplification factor, greater than 1.0.
5. The support structure of claim 1, wherein the length L of the right frame beam section (23)RThe following conditions are satisfied:
Figure FDA0001788402130000061
wherein M isSRThe right frame beam section (23) is subjected to full plastic bending bearing capacity under the influence of axial force;
VSRthe right frame beam section (23) is subjected to overall plastic shearing bearing force.
6. The support structure of claim 1,
the bearing capacity N under pressure of the first support (3)1-3And the tensile bearing force N2-3Comprises the following steps:
N1-3＝N2-3＝f1.An-3；
the tensile bearing force N of the second support (4)1-4Greater than compressive bearing capacity N2-4Comprises the following steps:
N1-4＝f2.An-4，
N2-4＝Ψ.f2.An-4’；
wherein f is1-design values for the steel strength of said first support (3);
f2a design value for the steel strength of the second support (4);
An-3is the clear cross-sectional area of the first support (3);
An-4is the clear cross-sectional area of the second support (4);
An-4' is the cross-sectional area of the bristles of the second support (4);
psi is the stable coefficient of the axial compression component, and psi is less than or equal to 1.0.
7. A collapse direction controllable support structure, comprising:
two frame columns (1);
the frame beam section (2), the frame beam section (2) is connected to the top ends of the two frame columns (1);
one end of the first support (3) is connected with the bottom end of the left frame column (1), the other end of the first support (3) is connected to the frame beam section (2), and the first support (3) is an anti-buckling support;
one end of the second support (4) is connected with the bottom end of the frame column (1) on the right side, and the other end of the second support (4) is connected to the frame beam section (2);
the first support (3) is connected with the frame beam section (2) through the vertical beam section (5), and the vertical beam section (5) is perpendicular to the frame beam section (2);
the first support (3) and the second support (4) are arranged in a crossed mode and divide the frame beam section (2) into a left frame beam section (21), a middle frame beam section (22) and a right frame beam section (23);
it is also characterized in that the method comprises the following steps,
under the condition that seismic waves propagate from right to left, the left frame beam section (21) and the vertical beam section (5) can dissipate seismic energy through plastic deformation, and a structure formed by the frame column (1), the middle frame beam section (22), the right frame beam section (23), the first support (3) and the second support (4) can bear the force generated by the seismic waves from right to left;
under the condition that seismic waves propagate from left to right, the vertical beam section (5) can dissipate seismic energy through plastic deformation, and a structure formed by the frame column (1), the left frame beam section (21), the middle frame beam section (22), the right frame beam section (23) and the first support (3) can bear the force generated by the seismic waves from left to right;
when the second support (4) reaches the compressive bearing capacity, a structure formed by the frame column (1), the left frame beam section (21), the middle frame beam section (22), the right frame beam section (23), the first support (3) and the vertical beam section (5) can bear the force generated by the seismic waves;
the left frame beam section (21) only generates shearing plastic deformation energy consumption and cannot generate bending plastic deformation;
the compressive bearing capacity of the first support (3) is not less than the tensile bearing capacity, and the tensile bearing capacity of the second support (4) is greater than the compressive bearing capacity.
8. A collapse direction controllable support system, comprising a plurality of support structures as claimed in any one of claims 1 to 7;
and a plurality of the support structures are longitudinally stacked.
CN201811029471.XA 2018-09-04 2018-09-04 Supporting structure and supporting system capable of controlling collapse direction Active CN109184308B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201811029471.XA CN109184308B (en) 2018-09-04 2018-09-04 Supporting structure and supporting system capable of controlling collapse direction

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201811029471.XA CN109184308B (en) 2018-09-04 2018-09-04 Supporting structure and supporting system capable of controlling collapse direction

Publications (2)

Publication Number Publication Date
CN109184308A CN109184308A (en) 2019-01-11
CN109184308B true CN109184308B (en) 2020-09-29

Family

ID=64914436

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201811029471.XA Active CN109184308B (en) 2018-09-04 2018-09-04 Supporting structure and supporting system capable of controlling collapse direction

Country Status (1)

Country Link
CN (1) CN109184308B (en)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113585463B (en) * 2021-09-06 2023-01-03 兰州理工大学 Beam column friction energy consumption node

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103741831A (en) * 2014-01-21 2014-04-23 清华大学 High-strength steel column-common steel beam-low yield point steel support triple seismic fortification high-performance steel structure system
CN103741795A (en) * 2014-01-20 2014-04-23 兰州理工大学 Buckling-preventive eccentric support steel frame structure
CN107423465A (en) * 2017-04-07 2017-12-01 福州大学 A kind of multilayer RC frame structures collapse Analysis method under geological process
CN207776545U (en) * 2018-01-12 2018-08-28 郑州大学 A kind of high-strength steel controller perturbation ductility construction

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20060101733A1 (en) * 2004-11-15 2006-05-18 Chiao-Yu Jen Buckling-restrained diagonal brace using lapping and improved plugging connection
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

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103741795A (en) * 2014-01-20 2014-04-23 兰州理工大学 Buckling-preventive eccentric support steel frame structure
CN103741831A (en) * 2014-01-21 2014-04-23 清华大学 High-strength steel column-common steel beam-low yield point steel support triple seismic fortification high-performance steel structure system
CN107423465A (en) * 2017-04-07 2017-12-01 福州大学 A kind of multilayer RC frame structures collapse Analysis method under geological process
CN207776545U (en) * 2018-01-12 2018-08-28 郑州大学 A kind of high-strength steel controller perturbation ductility construction

Also Published As

Publication number Publication date
CN109184308A (en) 2019-01-11

Similar Documents

Publication Publication Date Title
CN109184310B (en) Supporting structure and supporting system of tensile and compressive weak combination type
Inel et al. Re-evaluation of building damage during recent earthquakes in Turkey
Elghazouli et al. Seismic performance of composite moment-resisting frames
CN109184309B (en) Shockproof support structure and support system
Chaulagain et al. Assessment of seismic strengthening solutions for existing low-rise RC buildings in Nepal
Poudel et al. Diagonally reinforced concrete coupling beams: Effects of axial restraint
CN109184308B (en) Supporting structure and supporting system capable of controlling collapse direction
CN108301675A (en) A kind of aluminium alloy inner core assembled buckling restrained brace that side can be inspected
CN109184307B (en) Combined type supporting structure and supporting system
CN104594174B (en) A kind of CFST Arch Bridge seismic capability evaluation method based on intensity Yu ductility
CN109184306B (en) Mixed type bearing structure and braced system
CN109184305B (en) Disaster reduction supporting structure and supporting system
CN108118939A (en) A kind of high-strength steel controller perturbation ductility construction
JP4883639B2 (en) Reinforcement structure of tubular metal flat plate
Farghaly Seismic assessment of slender high rise buildings with different shear walls configurations
CN209975348U (en) Shock attenuation rigid frame bridge pier that contains bucking restraint and support
CN113137106B (en) Ductile frame support structure
Maeda et al. Revision of guideline for postearthquake damage evaluation of reinforced concrete buildings in Japan
Goldsworthy et al. Mitigation of seismic hazard in Australia by improving the robustness of buildings
Abdollahzadeh et al. Seismic retrofitting of steel frames with buckling restrained and ordinary concentrically bracing systems with various strain hardening and slenderness ratios
Inel et al. Evaluation of factors affecting seismic performance of low and midrise reinforced concrete buildings
Eltobgy et al. Effect of belt truss systems on the enhancement of progressive collapse of steel buildings
Cano et al. Dynamic analysis of steel multi-tiered special concentrically braced frames
Moldovan et al. Earthquake and Progressive Collapse Resistance based on the Evolution of Romanian Seismic Design Codes
Daniel et al. Seismic response of retrofitted low rise structure under strong earthquakes using nonlinear time history analysis

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
CB03 Change of inventor or designer information
CB03 Change of inventor or designer information

Inventor after: Chen Shixi

Inventor after: Huang Youqiang

Inventor after: Zhang Aizhong

Inventor before: Chen Shixi

Inventor before: Huang Youqiang

Inventor before: Zhou Nan

Inventor before: Huang Xiaohui

Inventor before: Zhang Aizhong

GR01 Patent grant
GR01 Patent grant