CN113137108A - Spring layer supporting frame - Google Patents

Spring layer supporting frame Download PDF

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CN113137108A
CN113137108A CN202110401721.3A CN202110401721A CN113137108A CN 113137108 A CN113137108 A CN 113137108A CN 202110401721 A CN202110401721 A CN 202110401721A CN 113137108 A CN113137108 A CN 113137108A
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support
frame
column
force
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CN113137108B (en
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陈世玺
黄友强
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State Nuclear Electric Power Planning Design and Research Institute Co Ltd
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State Nuclear Electric Power Planning Design and Research Institute Co Ltd
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    • 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
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • 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

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Abstract

The invention discloses a spring layer supporting frame which comprises a supporting structure, wherein the supporting structure comprises a first frame column, a second frame column and a frame beam, the frame beam comprises a first beam, a second beam and a third beam, the left ends of the first beam, the second beam and the third beam are connected with the first frame column, and the right ends of the first beam, the second beam and the third beam are connected with the second frame column. When an earthquake occurs, the skip-floor support frame can ensure that the first frame column and the second frame column cannot be damaged, so that the building structure is prevented from local collapse or overall collapse, and the safety of the building structure and the safety of lives and properties are ensured.

Description

Spring layer supporting frame
Technical Field
The invention relates to the technical field of building support, in particular to a skip-floor support frame.
Background
The earthquake-resistant design of the steel structure building is an important subject faced by structural engineers at present, and the existing building steel structure design is to design structural members such as frame columns, beams, supports and the like according to the earthquake fortification requirement so as to resist earthquake force. When a rare earthquake exceeding the seismic fortification intensity occurs, the damage of structural members such as support plastic deformation, frame beam plastic deformation or frame column damage is often caused, and the building damage may be one of the above-mentioned damage forms or multiple simultaneous occurrences.
The consequence that frame post destruction arouses is far more big than the consequence that support plastic deformation arouses, because the high ductility characteristic of steel, supports and takes place plastic deformation through tensile (or compression) and dissipate seismic energy, and frame roof beam takes place plastic deformation and dissipates seismic energy, all can protect structure safety, avoids the structure to collapse. And the frame column is damaged, so that the local collapse of the building is caused, and even the collapse of the whole structure can be caused, so that the great loss of lives and properties is caused.
Disclosure of Invention
The present invention is directed to solving, at least to some extent, one of the technical problems in the related art.
Therefore, the embodiment of the invention provides the spring-layer supporting frame, when an earthquake occurs, the two ends of the frame beam are subjected to bending plastic deformation and energy consumption firstly, the supporting component is subjected to plastic deformation and energy consumption later, and the frame column cannot be damaged, so that the building structure is prevented from local collapse or overall collapse, and the safety of the building structure and the safety of lives and properties are ensured.
The saltating support frame according to an embodiment of the invention comprises a support structure comprising: the first frame column comprises a first sub-frame column, a second sub-frame column and a third sub-frame column, the lower end of the first sub-frame column is connected with the upper end of the second sub-frame column, and the lower end of the second sub-frame column is connected with the upper end of the third sub-frame column; the second frame column comprises a fourth sub-frame column, a fifth sub-frame column and a sixth sub-frame column, the lower end of the fourth sub-frame column is connected with the upper end of the fifth sub-frame column, and the lower end of the fifth sub-frame column is connected with the upper end of the sixth sub-frame column; the frame roof beam, the frame roof beam includes first roof beam, second roof beam and third roof beam, the left end of first roof beam with the upper end of first sub-frame post links to each other, the right-hand member of first roof beam with the upper end of fourth sub-frame post links to each other, the left end of second roof beam with the lower extreme of first sub-frame post with the upper end of second sub-frame post links to each other, the right-hand member of second roof beam with the lower extreme of fourth sub-frame post with the upper end of fifth sub-frame post links to each other, the left end of third roof beam with the lower extreme of second sub-frame post with the upper end of third sub-frame post links to each other, the right-hand member of third roof beam with the lower extreme of fifth sub-frame post with the upper end of sixth sub-frame post links to each other.
The saltating support frame according to an embodiment of the invention comprises a support structure, which in particular comprises a first frame column, a second frame column, a first beam, a second beam, and a third beam. When this bearing structure meets the earthquake, the both ends of first roof beam, second roof beam and third roof beam take place bending plastic deformation earlier and absorb seismic energy, from this, can guarantee that first frame post and second frame post can not take place to destroy to make building structure avoid the part to collapse or wholly collapse, guarantee building structure safety and the security of the lives and property.
In some embodiments, the support structure further comprises a support assembly including a first support, a second support, a third support, a fourth support, a fifth support and a sixth support, a lower end of the first support is connected to a lower end of the third subframe post, an upper end of the first support is connected to the third beam, a lower end of the second support is connected to a lower end of the sixth subframe post, an upper end of the second support is connected to the third beam, a lower end of the third support is connected to the third beam, an upper end of the third support is connected to the second beam, a lower end of the fourth support is connected to the third beam, an upper end of the fourth support is connected to the second beam, a lower end of the fifth support is connected to the second beam, and an upper end of the fifth support is connected to an upper end of the fourth subframe post and the first beam, the lower end of the sixth support is connected with the second beam, and the upper end of the sixth support is connected with the upper end of the first subframe column and the first beam.
In some embodiments, the saltating support frame comprises a plurality of the support structures, the plurality of the support structures being arranged in layers in an up-down direction, wherein the lowest layer of the support structures is the first layer.
In some embodiments, the first support, the second support, the third support, the fourth support, the fifth support, and the sixth support satisfy the following requirements when an earthquake is transferred from the first frame column to the second frame column:
Figure BDA0003020617030000021
Figure BDA0003020617030000022
ζ＝Max(ζ1，ζ2，ζ3)，
Figure BDA0003020617030000023
Figure BDA0003020617030000024
wherein N is1f、N3f、N5fA tensile load bearing force, P, of the first support, the third support, and the fifth support, respectively2f、P4f、P6fThe bearing forces under pressure of the second support, the fourth support and the sixth support are respectively N1s、N2s、N3s、N4s、N5s、N6sA load effect axial force, M, of the first support, the second support, the third support, the fourth support, the fifth support and the sixth support, respectivelySL1Is the left end of the first beam is subjected to full plastic bending bearing capacity, MSR1Is the left end of the first beam is subjected to full plastic bending bearing capacity, ML1Is a combined value of the left end bending moment of the first beam, MR1Is the right end bending moment combined value of the first beam, MSL2Is the left end of the second beam is subjected to full plastic bending bearing capacity, MSR2Is the right end of the second beam is subjected to full plastic bending bearing capacity, ML2Is a combined value of the left end bending moment, M, of the second beamR2Is the right end bending moment combination value of the second beam, MSL3Is the left end of the third beam is subjected to full plastic bending bearing capacity, MSR3Is the right end of the third beam is subjected to full plastic bending bearing capacity, ML3Is the combined value of the bending moment at the left end of the third beam, MR3Is the combined value of right-end bending moment, eta and gamma of the third beamREAll are set values, eta is larger than 1.0.
In some embodiments, the first support, the second support, the third support, the fourth support, the fifth support, and the sixth support satisfy the following requirements when an earthquake is transferred from the second frame column to the first frame column:
Figure BDA0003020617030000031
Figure BDA0003020617030000032
ζ＝Max(ζ1，ζ2，ζ3)，
Figure BDA0003020617030000033
Figure BDA0003020617030000034
wherein N is2f、N4f、N6fA tensile load bearing force, P, of the second support, the fourth support, and the sixth support, respectively1f、P3f、P5fThe bearing capacity under pressure of the first support, the third support and the fifth support is respectively. In some embodiments, the first, second, third, fourth, fifth and sixth subframe posts satisfy the following requirements:
Figure BDA0003020617030000035
Figure BDA0003020617030000036
Figure BDA0003020617030000037
Figure BDA0003020617030000038
Figure BDA0003020617030000039
Figure BDA00030206170300000310
wherein M isCLT、VCLT、VCLTRespectively are the design values of bending moment, shearing force and axial force, M, of the first subframe columnCLM、VCLM、VCLMRespectively are the design values of bending moment, shearing force and axial force, M, of the second subframe columnCLB、VCLB、VCLBRespectively are the design values of bending moment, shearing force and axial force, M, of the third subframe columnCLST、VCLST、NCLSTRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the first subframe columnCLSM、VCLSM、NCLSMRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the second subframe columnCLSB、VCLSB、NCLSSBRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the third subframe columnCRT、VCRT、VRLTRespectively are the design values of bending moment, shearing force and axial force, M, of the fourth subframe columnCRM、VCRM、VCRMRespectively are the design values of bending moment, shearing force and axial force, M, of the fifth subframe columnCRB、VCRB、VCRBRespectively are the design values of bending moment, shearing force and axial force, M, of the sixth subframe columnCRST、VCRST、NCRSTRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the fourth subframe columnCRSM、VCRSM、NCRSMRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the fifth subframe columnCRSB、VCRSB、NCRSBAnd the combined values of the bending moment, the shearing force and the axial force and the internal force of the sixth subframe column are respectively.
In some embodiments, the angle between the axis of the first support and the axis of the third sub-frame column is such that when an earthquake is transferred from the first frame column to the second frame column
Figure BDA0003020617030000041
The included angle between the axis of the second support and the axis of the sixth subframe column is also
Figure BDA0003020617030000042
An included angle between the axis of the sixth support and the axis of the first sub-frame column is theta, an included angle between the axis of the fifth support and the axis of the fourth sub-frame column is also theta,
Figure BDA0003020617030000043
NCLMi＝NCLTi+V2BLi，NCLBi＝NCLMi+V3BLi，
wherein i represents the support structure of the ith layer from bottom to top, NCLTi、NCLMi、NCLBiReplacing the calculated value V of the seismic axial force internal force of the first subframe column, the second subframe column and the third subframe column in the supporting structure of the ith layer2BLiThe vertical earthquake force of the ith layer of the second beam acting on the first frame column is vertically upward V3BLiAnd the negative sign represents that the internal force of the seismic axis force replaces the calculated value to be vertically upward, wherein the vertical seismic force acts on the first frame column by the third beam on the ith layer.
In some embodiments, NCLTn＝-[(P6fn*cosθn)]Wherein n represents the uppermost layer of the support structure. In some embodiments, when an earthquake is transferred from the second frame column to the first frame column,
Figure BDA0003020617030000048
NCLMi＝NCLTi+V2BLi，NCLBi＝NCLMi+V3BLi。
in some embodiments, the angle between the axis of the first support and the axis of the third sub-frame column is such that when an earthquake is transferred from the first frame column to the second frame column
Figure BDA0003020617030000045
The included angle between the axis of the second support and the axis of the sixth subframe column is also
Figure BDA0003020617030000046
An included angle between the axis of the sixth support and the axis of the first sub-frame column is theta, an included angle between the axis of the fifth support and the axis of the fourth sub-frame column is also theta,
Figure BDA0003020617030000044
NCRMi＝NCRTi+V2BRi，NCRBi＝NCRMi+V3BRi，
wherein i represents the support structure of the ith layer from bottom to top, NCRTi、NCRMi、NCRBiReplacing the calculated value V of the seismic axial force internal force of the fourth subframe column, the fifth subframe column and the sixth subframe column in the supporting structure of the ith layer2BRiThe vertical earthquake force of the ith layer of the second beam acting on the first frame column is vertically upward V3BRiActing on the third beam for the ith layerA vertical seismic force at the first frame column.
In some embodiments, when an earthquake is transferred from the second frame column to the first frame column,
Figure BDA0003020617030000047
NCRMi＝NCRTi+V2BRi，NCRBi＝NCRMi+V3BRi，
wherein, the minus sign "-" represents that the seismic axis force inner force replaces the calculated value to be vertically upward. In some embodiments, the second beam should meet the following requirements:
VbL2/γRE≥η*VL2s，NbL2/γRE≥η*NL2s，
MbM2/γRE≥η*MM2s，VbM2/γRE≥η*VM2s，NbM2/γRE≥η*NM2s，
VbR2/γRE≥η*VR2s，NbR2/γRE≥η*NR2s，
wherein, VbL2、NbL2Respectively designed values V of the left end shearing force and the axial force of the second beamL2s、NL2sRespectively the combined values of the left end shearing force and the axial force of the second beam, MbM2、VbM2、NbM2Respectively are the design values of bending moment, shearing force and axial force of the middle position of the second beam, MM2s、VM2s、NM2sRespectively is the combined value of the bending moment, the shearing force and the axial force at the middle position of the second beam, VbR2、NbR2Respectively designed values V of right-end shear force and axial force of the second beamR2s、NR2sAnd the right end shear force and the axial force combination value of the second beam are respectively.
In some embodiments, the third beam should meet the following requirements:
VbL3/γRE≥η*VL3s，NbL3/γRE≥η*NL3s，
MbM3/γRE≥η*MM3s，VbM3/γRE≥η*VM3s，NbM3/γRE≥η*NM3s，
VbR3/γRE≥η*VR3s，NbR3/γRE≥η*NR3s，
wherein, VbL3、NbL3Respectively designed values V of the left end shearing force and the axial force of the third beamL3s、NL3sRespectively the left end shear force and the axial force combination value M of the third beambM3、VbM3、NbM3Respectively are the design values of bending moment, shearing force and axial force of the middle position of the third beam, MM3s、VM3s、NM3sRespectively is the combined value of the bending moment, the shearing force and the axial force at the middle position of the third beam, VbR3、NbR3Respectively designed values V of right-end shear force and axial force of the third beamR3s、NR3sAnd the right end shear force and the axial force combination value of the third beam are respectively.
In some embodiments, an end of the first support is provided with a first support node, an end of the second support is provided with a second support node, an end of the third support is provided with a third support node, an end of the fourth support is provided with a fourth support node, an end of the fifth support is provided with a fifth support node, an end of the sixth support is provided with a sixth support node, and the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node should satisfy the following requirements:
R1j/γRE≥η*Max(N1f，P1f)，R2j/γRE≥η*Max(N2f，P2f)，
R3j/γRE≥η*Max(N3f，P3f)，R4j/γRE≥η*Max(N4f，P4f)，
R5j/γRE≥η*Max(N5f，P5f)，R6j/γRE≥η*Max(N6f，P6f)，
wherein R is1j、R2j、R3j、R4j、R5j、R6jThe design values of the connection resistance of the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node are respectively.
In some embodiments, where the strut assembly is in the form of a buckling restrained brace, the tension and compression loads of the strut assembly are equal,
wherein N is1f＝P1fF is the design value of the steel strength, and An is the cross-sectional area of the support assembly.
In some embodiments, when the support component is in the form of a standard support, the tensile load bearing capacity and the compressive load bearing capacity of the support component are unequal,
wherein N is1f＝f*An，P1fPsi is the design value of steel strength, An is the cross-sectional area of the supporting component, psi is the stability coefficient of the axial center compression member of the supporting component, and psi is less than or equal to 1.0.
Drawings
Fig. 1 is a schematic view of a saltating support frame according to an embodiment of the invention.
Fig. 2 is a schematic view of a support structure according to an embodiment of the invention.
Reference numerals:
the skip-layer supporting frame 100, the supporting structure 101, the first frame column 1, the first sub-frame column 11, the second sub-frame column 12, the third sub-frame column 13, the second frame column 2, the fourth sub-frame column 21, the fifth sub-frame column 22, the sixth sub-frame column 23, the frame beam 3, the first beam 31, the second beam 32, the third beam 33, the supporting assembly 4, the first support 41, the second support 42, the third support 43, the fourth support 44, the fifth support 45, and the sixth support 46.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings. The embodiments described below with reference to the drawings are illustrative and intended to be illustrative of the invention and are not to be construed as limiting the invention.
As shown in fig. 1 to 2, the saltating support frame 100 according to the embodiment of the present invention includes a support structure 101, and the support structure 101 includes a first frame post 1, a second frame post 2, and a frame beam 3.
The first frame column 1 includes a first sub-frame column 11, a second sub-frame column 12, and a third sub-frame column 13, a lower end of the first sub-frame column 11 is connected to an upper end of the second sub-frame column 12, and a lower end of the second sub-frame column 12 is connected to an upper end of the third sub-frame column 13.
The second frame post 2 comprises a fourth sub-frame post 21, a fifth sub-frame post 22 and a sixth sub-frame post 23, the lower end of the fourth sub-frame post 21 is connected with the upper end of the fifth sub-frame post 22, and the lower end of the fifth sub-frame post 22 is connected with the upper end of the sixth sub-frame post 23.
The frame beam 3 includes a first beam 31, a second beam 32, and a third beam 33. The left end of the first beam 31 is connected to the upper end of the first subframe post 11, the right end of the first beam 31 is connected to the upper end of the fourth subframe post 21, the left end of the second beam 32 is connected to the lower end of the first subframe post 11 and the upper end of the second subframe post 12, the right end of the second beam 32 is connected to the lower end of the fourth subframe post 21 and the upper end of the fifth subframe post 22, the left end of the third beam 33 is connected to the lower end of the second subframe post 12 and the upper end of the third subframe post 13, and the right end of the third beam 33 is connected to the lower end of the fifth subframe post 22 and the upper end of the sixth subframe post 23.
The jump-layer support frame 100 according to the embodiment of the present invention includes the support structure 101, when the support structure 101 encounters an earthquake, the first beam 31, the second beam 32 and the third beam 33 are bent and plastically deformed at both ends thereof and absorb the energy of the earthquake, thereby ensuring that the first frame column 1 and the second frame column 2 are not damaged, thereby preventing the building structure from being partially collapsed or totally collapsed, and ensuring the building structure safety and the life and property safety.
Therefore, the skip-floor support frame 100 of the invention has the advantages that the frame columns can not be damaged when an earthquake occurs, so that the building structure can be prevented from local collapse or overall collapse, and the safety of the building structure and the safety of life and property can be ensured.
In some embodiments, as shown in fig. 1-2, support structure 101 further comprises a support assembly 4, support assembly 4 comprising a first support 41, a second support 42, a third support 43, a fourth support 44, a fifth support 45, and a sixth support 46.
The lower end of the first support 41 is connected to the lower end of the third subframe post 13, the upper end of the first support 41 is connected to the third beam 33, the lower end of the second support 42 is connected to the lower end of the sixth subframe post 23, the upper end of the second support 42 is connected to the third beam 33, the lower end of the third support 43 is connected to the third beam 33, the upper end of the third support 43 is connected to the second beam 32, the lower end of the fourth support 44 is connected to the third beam 33, the upper end of the fourth support 44 is connected to the second beam 32, the lower end of the fifth support 45 is connected to the second beam 32, the upper end of the fifth support 45 is connected to the upper end of the fourth subframe post 21 and the first beam 31, the lower end of the sixth support 46 is connected to the second beam 32, and the upper end of the sixth support 46 is connected to the upper end of the first subframe post 11 and the first beam 31.
Thus, when the supporting structure 101 encounters an earthquake, the first support 41, the second support 42, the third support 43, the fourth support 44, the fifth support 45 and the sixth support 44 are plastically deformed behind the frame beam 3 and absorb the energy of the earthquake, and further, the first frame column 1 and the second frame column 2 are not damaged, so that the building structure is prevented from being partially collapsed or totally collapsed, and the building structure safety and the life and property safety are ensured.
In some embodiments, as shown in fig. 1, the saltating support frame 100 comprises a plurality of support structures 101, the plurality of support structures 101 being arranged in layers in an up-down direction, wherein the lowest support structure 101 is the first layer. Specifically, the spring layer supporting frame 100 is a floor-type structure, and each layer of building comprises at least one supporting structure 101, so that the stability of the spring layer supporting frame 100 is improved, and the abutting capacity of the spring layer supporting frame 100 to the earthquake is stronger.
In some embodiments, as shown in fig. 1-2, when an earthquake passes from the first frame post 1 to the second frame post 2 (i.e., when the earthquake passes from left to right). The first support 41, the second support 42, the third support 43, the fourth support 44, the fifth support 45 and the sixth support 46 satisfy the following requirements:
Figure BDA0003020617030000071
Figure BDA0003020617030000072
ζ＝Max(ζ1，ζ2，ζ3)，
Figure BDA0003020617030000073
Figure BDA0003020617030000074
wherein N is1f、N3f、N5fA tensile load bearing force, P, of the first support, the third support, and the fifth support, respectively2f、P4f、P6fThe bearing forces under pressure of the second support, the fourth support and the sixth support are respectively N1s、N2s、N3s、N4s、N5s、N6sA load effect axial force, M, of the first support, the second support, the third support, the fourth support, the fifth support and the sixth support, respectivelySL1Is the left end of the first beam is subjected to full plastic bending bearing capacity, MSR1Is the left end of the first beam is subjected to full plastic bending bearing capacity, ML1Is a combined value of the left end bending moment of the first beam, MR1Is the right end bending moment combined value of the first beam, MSL2Is the left end of the second beam is subjected to full plastic bending bearing capacity, MSR2Is the right end of the second beam is subjected to full plastic bending bearing capacity, ML2Is a combined value of the left end bending moment, M, of the second beamR2Is the right end bending moment combination value of the second beam, MSL3Is the left end of the third beam is subjected to full plastic bending bearing capacity, MSR3Is the right end of the third beam is subjected to full plastic bending bearing capacity, ML3Is the combined value of the bending moment at the left end of the third beam, MR3Is the combined value of right-end bending moment, eta and gamma of the third beamREAll are set values, eta is larger than 1.0.
It can be understood that eta is a constant amplification factor, eta is greater than 1.0, the value of eta is related to the structural seismic grade, and when the seismic grade is 1 grade, eta is greater than or equal to 1.3; when the earthquake resistance grade is 2 grade, eta is more than or equal to 1.2; when the earthquake resistance grade is 3 grades, eta is more than or equal to 1.1.
The design value requirements for the tensile load bearing capacity of the first support 41, the third support 43 and the fifth support 45 and the design value requirements for the compressive load bearing capacity of the second support 42 and the third support 43 can be obtained according to the above formula, and then each designed support and the related connection node are rechecked (or redesigned) according to the obtained design value requirements for the load bearing capacity of each support in the support assembly 4. Therefore, after the first support 41, the second support 42 and the third beam 33 reach the maximum bending bearing capacity (enter plastic energy consumption), the supports and the related connecting nodes cannot be damaged.
In some embodiments, as shown in fig. 1-2, when an earthquake is transferred from the second frame post 2 to the first frame post 1, the first support 41, the second support 42, the third support 43, the fourth support 44, the fifth support 45, and the sixth support 46 satisfy the following requirements:
Figure BDA0003020617030000081
Figure BDA0003020617030000082
ζ＝Max(ζ1，ζ2，ζ3)，
Figure BDA0003020617030000083
Figure BDA0003020617030000084
wherein N is2f、N4f、N6fA tensile load bearing force, P, of the second support, the fourth support, and the sixth support, respectively1f、P3f、P5fThe bearing capacity under pressure of the first support, the third support and the fifth support is respectively. In some embodiments, as shown in fig. 1-2, the first 11, second 12, third 13, fourth 21, fifth 22, and sixth 23 subframe posts meet the following requirements:
Figure BDA0003020617030000085
Figure BDA0003020617030000086
Figure BDA0003020617030000087
Figure BDA0003020617030000088
Figure BDA0003020617030000089
Figure BDA0003020617030000091
wherein M isCLT、VCLT、VCLTRespectively are the design values of bending moment, shearing force and axial force, M, of the first subframe columnCLM、VCLM、VCLMBending moment, shearing force and axial force of the second subframe column respectivelyDesign value, MCLB、VCLB、VCLBRespectively are the design values of bending moment, shearing force and axial force, M, of the third subframe columnCLST、VCLST、NCLSTRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the first subframe columnCLSM、VCLSM、NCLSMRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the second subframe columnCLSB、VCLSB、NCLSBRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the third subframe columnCRT、VCRT、VRLTRespectively are the design values of bending moment, shearing force and axial force, M, of the fourth subframe columnCRM、VCRM、VCRMRespectively are the design values of bending moment, shearing force and axial force, M, of the fifth subframe columnCRB、VCRB、VCRBRespectively are the design values of bending moment, shearing force and axial force, M, of the sixth subframe columnCRST、VCRST、NCRSTRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the fourth subframe columnCRSM、VCRSM、NCRSMRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the fifth subframe columnCRSB、VCRSB、NCRSBAnd the combined values of the bending moment, the shearing force and the axial force and the internal force of the sixth subframe column are respectively.
The design value requirements of the resistance of the first frame column 1 and the second frame column 2 can be obtained according to the formula, and then the first frame column 1 and the second frame column 2 which are designed and relevant connecting nodes are rechecked (or redesigned) according to the obtained design value requirements of the resistance. So that the first and second frame posts 1 and 2 and the associated connection nodes are not damaged in case the first, third and fifth braces 41, 43 and 45 are tensioned to the maximum load-bearing capacity (into plastic dissipation) and the second, fourth and sixth braces 42, 44 and 46 are compressed to the maximum load-bearing capacity (into plastic dissipation).
In some embodiments, as shown in fig. 2, the axis of the first support 41 is such that when an earthquake is transmitted from the first frame post 1 to the second frame post 2The angle between the wire and the axis of the third subframe post 13 is
Figure BDA0003020617030000094
The angle between the axis of the second support 42 and the axis of the sixth subframe post 23 is also
Figure BDA0003020617030000095
The angle between the axis of the sixth support 46 and the axis of the first subframe post 11 is theta, the angle between the axis of the fifth support 45 and the axis of the fourth subframe post 21 is also theta,
Figure BDA0003020617030000092
NCLMi＝NCLTi+V2BLi，NCLBi＝NCLMi+V3BLi，
where i denotes the ith layer of support structures 101 from bottom to top, it is understood that the lowest layer of support structures 101 is the first layer.
NCLTi、NCLMi、NCLBiThe calculated values of the seismic axial force internal forces of the first sub-frame column 11, the second sub-frame column 12 and the third sub-frame column 13 in the ith layer of supporting structure 101 are respectively replaced, V2BLiVertical seismic forces acting on the first frame column 1 for the ith layer of second beams 32 and vertically upwards, V3BLiThe vertical seismic force acting on the first frame column 1 is the ith layer third beam 33. In some embodiments, as shown in fig. 2, when an earthquake is transferred from the second frame post 2 to the first frame post 1,
Figure BDA0003020617030000093
NCLMi＝NCLTi+V2BLi，NCLBi＝NCLMi+V3BLi。
in some embodiments, as shown in fig. 2, the axis of the first support 41 and the third sub-support when an earthquake is transferred from the first frame post 1 to the second frame post 2The included angle between the axes of the frame columns 13 is
Figure BDA0003020617030000103
The angle between the axis of the second support 42 and the axis of the sixth subframe post 23 is also
Figure BDA0003020617030000104
The angle between the axis of the sixth support 46 and the axis of the first sub-frame column 1 is theta, the angle between the axis of the fifth support 45 and the axis of the fourth sub-frame column 21 is also theta,
Figure BDA0003020617030000101
NCRMi＝NCRTi+V2BRi，NCRBi＝NCRMi+V3BRi，
where i denotes the ith layer of support structures 101 from bottom to top, it is understood that the lowest layer of support structures 101 is the first layer.
NCRTi、NCRMi、NCRBiThe calculated values of the seismic axial force internal forces of the fourth subframe column 21, the fifth subframe column 22 and the sixth subframe column 23 in the ith layer of supporting structure 101 are respectively replaced by V2BRiVertical seismic forces acting on the second frame column 2 for the ith floor of the second beam 32 and vertically upwards, V3BRiThe vertical seismic force acting on the second frame column 2 by the i-th layer third beam 33 is vertically upward.
In some embodiments, as shown in fig. 2, when an earthquake is transferred from the second frame post 2 to the first frame post 1,
Figure BDA0003020617030000102
NCRMi＝NCRTi+V2BRi，NCRBi＝NCRMi+V3BRi，
wherein, the minus sign "-" represents that the seismic axis force inner force replaces the calculated value to be vertically upward.
In some embodiments, NCLTn＝-[(P6fn*cosθn)]Wherein n represents the uppermost layer of the support structure. For the same reason, when an earthquake is transmitted from the second frame post 2 to the first frame post 1, NCLTn＝[(N6fn*cosθn)]。
In some embodiments, as shown in fig. 2, the second beam 22 should meet the following requirements:
VbL2/γRE≥η*VL2s，NbL2/γRE≥η*NL2s，
MbM2/γRE≥η*MM2s，VbM2/γRE≥η*VM2s，NbM2/γRE≥η*NM2s，
VbR2/γRE≥η*VR2s，NbR2/γRE≥η*NR2s，
wherein, VbL2、NbL2Designed values of the left-end shear force and the axial force, V, of the second beam 32 respectivelyL2s、NL2sThe combined values of the left-end shear force and the axial force, M, of the second beam 32bM2、VbM2、NbM2Respectively, the design values of bending moment, shearing force and axial force, M, of the middle position of the second beam 32M2s、VM2s、NM2sRespectively, the combined values of the bending moment, the shearing force and the axial force, V, at the middle position of the second beam 32bR2、NbR2Designed values of right-end shear force and axial force, V, of the second beam 32R2s、NR2sThe right end shear force and the axial force combination value of the second beam 32 are respectively.
It can be understood that the combined values of the bending moment, the shearing force and the axial force of the second beam 32 correspond to the following states: the third support 43 and the fifth support 45 reach a load bearing force in tension and the fourth support 44 and the sixth support 46 reach a load bearing force in compression acting on the second beam.
The design value requirement for resistance of the second beam 32 can be obtained according to the above formula, and then the second beam 32 and the relevant connection node after the design is completed are rechecked (or redesigned) according to the obtained design value requirement for resistance. Thereby it is achieved that the second beam 32 and the associated connection node are not damaged in case the third support 43 and the fifth support 45 are in tension and the fourth support 44 and the sixth support 46 are in compression to a maximum load capacity (into plastic energy dissipation), and thereby it is achieved that the third beam 33 can transfer the unbalance forces generated by the respective supports (first to sixth support) to the first frame column 1 and the second frame column 2.
In some embodiments, as shown in fig. 2, the third beam 33 should meet the following requirements:
VbL3/γRE≥η*VL3s，NbL3/γRE≥η*NL3s，
MbM3/γRE≥η*MM3s，VbM3/γRE≥η*VM3s，NbM3/γRE≥η*NM3s，
VbR3/γRE≥η*VR3s，NbR3/γRE≥η*NR3s，
wherein, VbL3、NbL3Designed values of the left-end shear force and the axial force, V, of the third beam 33L3s、NL3sThe combined values of the left-end shear force and the axial force, M, of the third beam 33bM3、VbM3、NbM3Respectively, the design values of the bending moment, the shearing force and the axial force, M, at the middle position of the third beam 33M3s、VM3s、NM3sRespectively, the combined values of the bending moment, the shearing force and the axial force, V, at the middle position of the third beam 33bR3、NbR3Designed values of right-end shear force and axial force, V, of the third beam 33R3s、NR3sThe right end shear force and the axial force combination value of the third beam 33 are respectively.
It can be understood that the combined values of the bending moment, the shearing force and the axial force of the third beam 33 correspond to the following states: the first support 41 and the third support 43 reach a tensile load bearing force and the second support 42 and the fourth support 44 reach a compressive load bearing force acting on the third beam 33.
The design value requirement of the resistance of the third beam 33 can be obtained according to the formula, and then the designed third beam 33 and the relevant connecting nodes are rechecked (or redesigned) according to the obtained design value requirement of the resistance. Thereby it is achieved that the third beam 33 and the associated connecting joints will not be damaged in case the first support 41 and the third support 43 are in tension and the second support 42 and the fourth support 44 are in compression to a maximum load capacity (into plastic dissipation), whereby it is achieved that the third beam 33 can transfer the unbalance forces generated by the respective supports to the first frame column 1 and the second frame column 2.
Further, when an earthquake is transmitted from the right to the left (i.e., from the second frame post 2 to the first frame post 1), the first support 41, the third support 43, and the fifth support 45 are compressed, and the second support 42, the fourth support 44, and the sixth support 46 are pulled, the design internal forces of the first frame post 1, the second frame post 2, the support member 4, and the frame beam 3 can be adjusted with reference to the above formula.
In some embodiments, the end of the first support 41 is provided with a first support node, the end of the second support 42 is provided with a second support node, the end of the third support 43 is provided with a third support node, the end of the fourth support 44 is provided with a fourth support node, the end of the fifth support 45 is provided with a fifth support node, the end of the sixth support 46 is provided with a sixth support node, and the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node should satisfy the following requirements:
R1j/γRE≥η*Max(N1f，P1f)，R2j/γRE≥η*Max(N2f，P2f)，
R3j/γRE≥η*Max(N3f，P3f)，R4j/γRE≥η*Max(N4f，P4f)，
R5j/γRE≥η*Max(N5f，P5f)，R6j/γRE≥η*Max(N6f，P6f)，
wherein R is1j、R2j、R3j、R4j、R5j、R6jRespectively are designed values of connection resistance of the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node.
The design value requirements of the joint connection resistance required by the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node can be obtained according to the formula, and then the designed joint connection is rechecked (or redesigned) according to the obtained design value requirements of the joint connection resistance. The first support 41, the second support 42, the third support 43, the fourth support 44, the fifth support 45 and the sixth support 46 are realized without node connection damage, so that the first support 41, the second support 42, the third support 43, the fourth support 44, the fifth support 45 and the sixth support 46 can enter a plastic energy consumption state.
In some embodiments, where the support of strut assembly 4 is in the form of a buckling restrained brace, the tension bearing force and the compression bearing force of strut assembly 4 are equal.
Wherein N is1f＝P1fF is the design value of the steel strength, and An is the cross-sectional area of the support assembly.
In some embodiments, where the support of the support member 4 is in the form of a standard support, the support member 4 may have unequal tensile and compressive loads.
Wherein N is1f＝f*An，P1fPsi is the design value of steel strength, An is the cross-sectional area of the supporting component, psi is the stability coefficient of the axial center compression member of the supporting component, and psi is less than or equal to 1.0.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting of the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; may be mechanically coupled, may be electrically coupled or may be in communication with each other; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
In the present disclosure, the terms "one embodiment," "some embodiments," "an example," "a specific example," or "some examples" and the like mean that a specific feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present disclosure. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.

Claims (16)

1. A saltating support frame comprising a support structure, the support structure comprising:
the first frame column comprises a first sub-frame column, a second sub-frame column and a third sub-frame column, the lower end of the first sub-frame column is connected with the upper end of the second sub-frame column, and the lower end of the second sub-frame column is connected with the upper end of the third sub-frame column;
the second frame column comprises a fourth sub-frame column, a fifth sub-frame column and a sixth sub-frame column, the lower end of the fourth sub-frame column is connected with the upper end of the fifth sub-frame column, and the lower end of the fifth sub-frame column is connected with the upper end of the sixth sub-frame column;
the frame roof beam, the frame roof beam includes first roof beam, second roof beam and third roof beam, the left end of first roof beam with the upper end of first sub-frame post links to each other, the right-hand member of first roof beam with the upper end of fourth sub-frame post links to each other, the left end of second roof beam with the lower extreme of first sub-frame post with the upper end of second sub-frame post links to each other, the right-hand member of second roof beam with the lower extreme of fourth sub-frame post with the upper end of fifth sub-frame post links to each other, the left end of third roof beam with the lower extreme of second sub-frame post with the upper end of third sub-frame post links to each other, the right-hand member of third roof beam with the lower extreme of fifth sub-frame post with the upper end of sixth sub-frame post links to each other.
2. The saltating support frame of claim 1 wherein the support structure further comprises a support assembly comprising a first support, a second support, a third support, a fourth support, a fifth support and a sixth support, the lower end of the first support being connected to the lower end of the third subframe post, the upper end of the first support being connected to the third beam, the lower end of the second support being connected to the lower end of the sixth subframe post, the upper end of the second support being connected to the third beam, the lower end of the third support being connected to the third beam, the upper end of the third support being connected to the second beam, the lower end of the fourth support being connected to the third beam, the upper end of the fourth support being connected to the second beam, the lower end of the fifth support being connected to the second beam, the upper end of the fifth support being connected to the upper end of the fourth subframe post and the first beam, the lower end of the sixth support is connected with the second beam, and the upper end of the sixth support is connected with the upper end of the first subframe column and the first beam.
3. The saltating support frame of claim 2, comprising a plurality of said support structures, arranged in layers in an up-down direction, wherein the lowest layer of said support structures is the first layer.
4. The saltating support frame of claim 3 wherein the first, second, third, fourth, fifth and sixth supports meet the following requirements when an earthquake is transferred from the first frame column to the second frame column:
Figure FDA0003020617020000011
Figure FDA0003020617020000012
ζ＝Max(ζ1，ζ2，ζ3)，
Figure FDA0003020617020000013
Figure FDA0003020617020000021
wherein N is1f、N3f、N5fA tensile load bearing force, P, of the first support, the third support, and the fifth support, respectively2f、P4f、P6fThe bearing forces under pressure of the second support, the fourth support and the sixth support are respectively N1s、N2s、N3s、N4s、N5s、N6sA load effect axial force, M, of the first support, the second support, the third support, the fourth support, the fifth support and the sixth support, respectivelySL1Is the left end of the first beam is subjected to full plastic bending bearing capacity, MSR1Is the left end of the first beam is subjected to full plastic bending bearing capacity, ML1Is a combined value of the left end bending moment of the first beam, MR1Is the right end bending moment combined value of the first beam, MSL2Is the left end of the second beam is subjected to full plastic bending bearing capacity, MSR2Is the right end of the second beam is subjected to full plastic bending bearing capacity, ML2Is a combined value of the left end bending moment, M, of the second beamR2Is the right end bending moment combination value of the second beam, MSL3Is the left end of the third beam is subjected to full plastic bending bearing capacity, MSR3Is the right end of the third beam is subjected to full plastic bending bearing capacity, ML3Is the combined value of the bending moment at the left end of the third beam, MR3Is the combined value of right-end bending moment, eta and gamma of the third beamREAll are set values, eta is larger than 1.0.
5. The saltating support frame of claim 4 wherein the first, second, third, fourth, fifth and sixth supports meet the following requirements when an earthquake is transferred from the second frame column to the first frame column:
Figure FDA0003020617020000022
Figure FDA0003020617020000023
ζ＝Max(ζ1，ζ2，ζ3)，
Figure FDA0003020617020000024
Figure FDA0003020617020000025
wherein N is2f、N4f、N6fA tensile load bearing force, P, of the second support, the fourth support, and the sixth support, respectively1f、P3f、P5fThe bearing capacity under pressure of the first support, the third support and the fifth support is respectively.
6. The saltating support frame of claim 3, wherein the first, second, third, fourth, fifth and sixth subframe columns satisfy the following requirements:
Figure FDA0003020617020000026
Figure FDA0003020617020000027
Figure FDA0003020617020000028
Figure FDA0003020617020000029
Figure FDA00030206170200000210
Figure FDA0003020617020000031
wherein M isCLT、VCLT、VCLTRespectively are the design values of bending moment, shearing force and axial force, M, of the first subframe columnCLM、VCLM、VCLMRespectively are the design values of bending moment, shearing force and axial force, M, of the second subframe columnCLB、VCLB、VCLBRespectively are the design values of bending moment, shearing force and axial force, M, of the third subframe columnCLST、VCLST、NCLSTRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the first subframe columnCLSM、VCLSM、NCLSMRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the second subframe columnCLSB、VCLSB、NCLSBRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the third subframe columnCRT、VCRT、VRLTRespectively are the design values of bending moment, shearing force and axial force, M, of the fourth subframe columnCRM、VCRM、VCRMBending moment and shear of the fifth sub-frame column respectivelyDesign values of force and axial force, MCRB、VCRB、VCRBRespectively are the design values of bending moment, shearing force and axial force, M, of the sixth subframe columnCRST、VCRST、NCRSTRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the fourth subframe columnCRSM、VCRSM、NCRSMRespectively is the combined value of the bending moment, the shearing force and the axial force and the internal force, M, of the fifth subframe columnCRSB、VCRSB、NCRSBAnd the combined values of the bending moment, the shearing force and the axial force and the internal force of the sixth subframe column are respectively.
7. The saltating support frame of claim 6, wherein the angle between the axis of the first support and the axis of the third subframe post is such that when an earthquake is transferred from the first frame post to the second frame post
Figure FDA0003020617020000034
The included angle between the axis of the second support and the axis of the sixth subframe column is also
Figure FDA0003020617020000035
An included angle between the axis of the sixth support and the axis of the first sub-frame column is theta, an included angle between the axis of the fifth support and the axis of the fourth sub-frame column is also theta,
Figure FDA0003020617020000032
NCLMi＝NCLTi+V2BLi，NCLBi＝NCLMi+V3BLi，
wherein i represents the support structure of the ith layer from bottom to top, NCLTi、NCLMi、NCLBiReplacing the calculated value V of the seismic axial force internal force of the first subframe column, the second subframe column and the third subframe column in the supporting structure of the ith layer2BLiThe vertical earthquake force of the ith layer of the second beam acting on the first frame column is vertically upward V3BLiAnd the negative sign represents that the internal force of the seismic axial force replaces the calculated value to be vertically upward, wherein the vertical seismic force of the ith layer of the third beam acting on the first frame column is represented by a minus sign "-".
8. The saltating support frame of claim 7,
NCLTn＝-[(P6fn*cosθn)]wherein n represents the uppermost layer of the support structure.
9. The saltating support frame of claim 7, wherein when an earthquake is transferred from the second frame column to the first frame column,
Figure FDA0003020617020000033
NCLMi＝NCLTi+V2BLi，NCLBi＝NCLMi+V3BLi。
10. the saltating support frame of claim 6, wherein the angle between the axis of the first support and the axis of the third subframe post is θ, the angle between the axis of the second support and the axis of the sixth subframe post is θ, and the angle between the axis of the sixth support and the axis of the first subframe post is θ when an earthquake is transferred from the first frame post to the second frame post
Figure FDA0003020617020000041
The included angle between the axis of the fifth support and the axis of the fourth subframe column is also
Figure FDA0003020617020000042
Figure FDA0003020617020000043
NCRMi＝NCRTi+V2BRi，NCRBi＝NCRMi+V3BRi，
Wherein i represents the support structure of the ith layer from bottom to top, NCRTi、NCRMi、NCRBiReplacing the calculated value V of the seismic axial force internal force of the fourth subframe column, the fifth subframe column and the sixth subframe column in the supporting structure of the ith layer2BRiThe vertical earthquake force of the ith layer of the second beam acting on the first frame column is vertically upward V3BRiAnd the vertical seismic force of the ith layer of the third beam acting on the first frame column.
11. The saltating support frame of claim 10, wherein when an earthquake is transferred from the second frame column to the first frame column,
Figure FDA0003020617020000044
NCRMi＝NCRTi+V2BRi，NCRBi＝NCRMi+V3BRi，
wherein the negative sign "-" indicates that the seismic axial force inner force replaces the calculated value to be directed vertically upwards.
12. The saltating support frame of claim 3, wherein the second beam is adapted to satisfy the following requirements:
VbL2/γRE≥η*VL2s，NbL2/γRE≥η*NL2s，
MbM2/γRE≥η*MM2s，VbM2/γRE≥η*VM2s，NbM2/γRE≥η*NM2s，
VbR2/γRE≥η*VR2s，NbR2/γRE≥η*NR2s，
wherein, VbL2、NbL2Respectively designed values V of the left end shearing force and the axial force of the second beamL2s、NL2sRespectively the combined values of the left end shearing force and the axial force of the second beam, MbM2、VbM2、NbM2Respectively are the design values of bending moment, shearing force and axial force of the middle position of the second beam, MM2s、VM2s、NM2sRespectively is the combined value of the bending moment, the shearing force and the axial force at the middle position of the second beam, VbR2、NbR2Respectively designed values V of right-end shear force and axial force of the second beamR2s、NR2sAnd the right end shear force and the axial force combination value of the second beam are respectively.
13. The saltating support frame of claim 3, wherein the third beam is adapted to satisfy the following requirements:
VbL3/γRE≥η*VL3s，NbL3/γRE≥η*NL3s，
MbM3/γRE≥η*MM3s，VbM3/γRE≥η*VM3s，NbM3/γRE≥η*NM3s，
VbR3/γRE≥η*VR3s，NbR3/γRE≥η*NR3s，
wherein, VbL3、NbL3Respectively designed values V of the left end shearing force and the axial force of the third beamL3s、NL3sRespectively the left end shear force and the axial force combination value M of the third beambM3、VbM3、NbM3Respectively are the design values of bending moment, shearing force and axial force of the middle position of the third beam, MM3s、VM3s、NM3sRespectively is the combined value of the bending moment, the shearing force and the axial force at the middle position of the third beam, VbR3、NbR3Respectively designed values V of right-end shear force and axial force of the third beamR3s、NR3sAnd the right end shear force and the axial force combination value of the third beam are respectively.
14. The saltating support frame of claim 3 wherein the end of the first support is provided with a first support node, the end of the second support is provided with a second support node, the end of the third support is provided with a third support node, the end of the fourth support is provided with a fourth support node, the end of the fifth support is provided with a fifth support node, the end of the sixth support is provided with a sixth support node, and the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node satisfy the following requirements:
R1j/γRE≥η*Max(N1f，P1f)，R2j/γRE≥η*Max(N2f，P2f)，
R3j/γRE≥η*Max(N3f，P3f)，R4j/γRE≥η*Max(N4f，P4f)，
R5j/γRE≥η*Max(N5f，P5f)，R6j/γRE≥η*Max(N6f，P6f)，
wherein R is1j、R2j、R3j、R4j、R5j、R6jThe design values of the connection resistance of the first support node, the second support node, the third support node, the fourth support node, the fifth support node and the sixth support node are respectively.
15. The saltating support frame of claim 3 wherein the support assembly is in the form of a buckling restrained brace having equal load bearing forces in tension and load bearing forces in compression,
wherein N is1f＝P1fF is the steel strength design value, An is the support groupThe cross-sectional area of the member.
16. The saltating support frame of claim 3 wherein the support members are supported in the form of standard supports in which the tensile and compressive loads of the support members are unequal,
wherein N is1f＝f*An，P1fPsi is the design value of steel strength, An is the cross-sectional area of the supporting component, psi is the stability coefficient of the axial center compression member of the supporting component, and psi is less than or equal to 1.0.
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Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2002022994A1 (en) * 2000-09-12 2002-03-21 Tube Investments Of India Ltd. A sleeved bracing useful in the construction of earthquake resistant structures
CN101597918A (en) * 2009-06-25 2009-12-09 江苏科技大学 A kind of prestressed giant brace-frame structure
CN103615054A (en) * 2013-11-29 2014-03-05 同济大学建筑设计研究院(集团)有限公司 Buckling constraint supporting arrangement method based on zone grid shear deformation
CN203669456U (en) * 2013-12-18 2014-06-25 赵守明 Master-slave type high-rise steel frame-supporting, suspending and bearing-hanging system
CN107816243A (en) * 2017-11-29 2018-03-20 华南理工大学 High-strength steel column ordinary steel joist steel support low yield point steel coupling beam can resetting structure
KR101868877B1 (en) * 2017-03-20 2018-06-19 (주)유경시스템 Seismic retrofit of existing structure using spring damper and prestressed cable
CN109184310A (en) * 2018-09-04 2019-01-11 国核电力规划设计研究院有限公司 Weak combined support construction and support system are suppressed in a kind of drawing
CN110374370A (en) * 2019-08-05 2019-10-25 湖南大学 A kind of high-level stereo garage energy-dissipating and shock-absorbing load-carrying members
CN209723221U (en) * 2019-03-27 2019-12-03 海南大学 A kind of band support close column frame of two layers of multispan of excellent earthquake resistance
CN214833419U (en) * 2020-12-28 2021-11-23 国核电力规划设计研究院有限公司 Beam joint and steel structure

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2002022994A1 (en) * 2000-09-12 2002-03-21 Tube Investments Of India Ltd. A sleeved bracing useful in the construction of earthquake resistant structures
CN101597918A (en) * 2009-06-25 2009-12-09 江苏科技大学 A kind of prestressed giant brace-frame structure
CN103615054A (en) * 2013-11-29 2014-03-05 同济大学建筑设计研究院(集团)有限公司 Buckling constraint supporting arrangement method based on zone grid shear deformation
CN203669456U (en) * 2013-12-18 2014-06-25 赵守明 Master-slave type high-rise steel frame-supporting, suspending and bearing-hanging system
KR101868877B1 (en) * 2017-03-20 2018-06-19 (주)유경시스템 Seismic retrofit of existing structure using spring damper and prestressed cable
CN107816243A (en) * 2017-11-29 2018-03-20 华南理工大学 High-strength steel column ordinary steel joist steel support low yield point steel coupling beam can resetting structure
CN109184310A (en) * 2018-09-04 2019-01-11 国核电力规划设计研究院有限公司 Weak combined support construction and support system are suppressed in a kind of drawing
CN209723221U (en) * 2019-03-27 2019-12-03 海南大学 A kind of band support close column frame of two layers of multispan of excellent earthquake resistance
CN110374370A (en) * 2019-08-05 2019-10-25 湖南大学 A kind of high-level stereo garage energy-dissipating and shock-absorbing load-carrying members
CN214833419U (en) * 2020-12-28 2021-11-23 国核电力规划设计研究院有限公司 Beam joint and steel structure

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
张文元等: "人字形支撑与横梁的板式连接节点的低周疲劳性能及设计建议", 《工程力学》 *
张文元等: "节点板在支撑轴压力作用下的稳定分析", 《哈尔滨工业大学学报》 *
许娟: "《高层建筑结构设计》", 31 July 2015, 吉林大学出版社 *
陈寅等: "不同高宽比3/4支撑与交叉支撑结构效率研究", 《建筑结构》 *

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