CN107816243B - High-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure - Google Patents
High-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure Download PDFInfo
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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
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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
- E04H9/024—Structures with steel columns and beams
Abstract
The invention discloses a high Jiang Gangzhu-common steel beam steel support-low yield point steel connecting beam resettable structure, which comprises a low yield point steel connecting beam, a common steel support, a common steel frame beam and a high-strength steel frame column, wherein one end of the low yield point steel connecting beam in each layer is connected with the common steel frame beam, and the other end of the low yield point steel connecting beam in each layer is connected with another common steel frame beam or connected with the high-strength steel frame column; the upper end of the common steel support is connected with the end part of the common steel frame beam, and the lower end of the common steel support is connected with a connecting node of the high-strength steel frame column and another common steel frame beam or is connected with the middle part of the other common steel frame beam; one end of the common steel frame beam is connected with the low yield point steel connecting beam, and the other end is connected with the high-strength steel frame column or connected with the other low yield point steel connecting beam. The invention can meet the requirements of structural rigidity and strength, can effectively ensure the formation of a gradient energy consumption mechanism with good ductility under the action of earthquake, and greatly improves the earthquake resistance and the function restorability of the whole structural system.
Description
Technical Field
The invention relates to the technical field of structural engineering steel structures, in particular to a high Jiang Gangzhu-common steel girder steel support-low yield point steel connecting beam resettable structure.
Background
With the mass construction of multi-story and super high-rise buildings, steel structures have been widely used at home and abroad. Conventional steel structural systems commonly used in structural designs today include pure steel frames, steel frames with center support, steel frames with eccentric support, steel frames with steel plate shear walls, and the like. Meanwhile, the development and improvement of the steel production process enable the production and application of novel low yield point steel and high strength steel. However, no clear regulation or guidance is given to how the novel steel is applied to a steel structure system and is designed in the existing design specifications in China. How to apply these novel steels to steel structure systems, especially to obviously improve the anti-seismic performance and post-earthquake repair of the steel structure systems by applying the novel steels under the action of earthquake, is a problem to be solved in scientific research and engineering practice.
Disclosure of Invention
Aiming at the problem that the prior design specifications in China do not guide how the novel steel is applied to the steel structure system, the invention provides a novel high-performance steel structure system, the advantages of the novel steel can be effectively utilized by reasonably selecting different types of steel and arranging corresponding components, multiple earthquake-resistant fortification can be performed by comprehensively utilizing the components in different forms, the requirements of structural rigidity and strength can be met, a gradient energy consumption mechanism with good ductility can be effectively ensured under the action of an earthquake, rapid repair and component replacement after the earthquake can be realized, and the earthquake resistance and functional recoverability of the whole structure system are greatly improved.
The invention is realized by adopting the following technical scheme:
a high Jiang Gangzhu-common steel beam steel support-low yield point steel connecting beam resettable structure comprises a low yield point steel connecting beam, a common steel support, a common steel frame beam and a high-strength steel frame column, wherein one end of the low yield point steel connecting beam in each layer is connected with the common steel frame beam, and the other end of the low yield point steel connecting beam is connected with the other common steel frame beam or is connected with the high-strength steel frame column; the upper end of the common steel support is connected with the end part of the common steel frame beam, and the lower end of the common steel support is connected with a connecting node of the high-strength steel frame column and the other common steel frame beam or is connected with the middle part of the other common steel frame beam; one end of the common steel frame beam is connected with the low yield point steel connecting beam, and the other end of the common steel frame beam is connected with the high-strength steel frame column or connected with the other low yield point steel connecting beam; when an earthquake action occurs, the low-yield-point steel connecting beam can yield and consume energy at first, becomes a first defense line of earthquake fortification, can be quickly replaced after earthquake, the yield and consume energy of the common steel support is after the low-yield-point steel connecting beam, becomes a second defense line of earthquake fortification, can be repaired and replaced after earthquake, the yield and consume energy of the common steel frame beam is after the common steel support, becomes a third defense line of earthquake fortification, and the yield and consume energy of the high-strength steel frame column is after the common steel frame beam, becomes a fourth defense line of earthquake fortification.
Preferably, the design value E of the effect of each component under the combined working condition of earthquake load d Not greater than the design value R of the bearing capacity of each component d And the design bearing capacity R of the high-strength steel frame column c,d Not less than the design bearing capacity R of the common steel frame beam b,d Design bearing capacity R of common steel frame beam b,d Not less than the design bearing capacity R of the common steel support r,d Design bearing capacity R of the common steel support r,d Not less than the design bearing capacity R of the low yield point steel connecting beam l,d Wherein the design value R of the bearing capacity of each component d Comprising an axial design bearing capacity N Rd Bending design bearing capacity M Rd And shear design bearing capacity V Rd 。
Preferably, the bearing capacity of the low yield point steel connecting beam is obtained by the following formula:
N l,Rd ≥N l,Ed ＝N l,Ed,G +N l,Ed,E
M l,Rd (N l,Ed )≥M l,Ed ＝M l,Ed,G +M l,Ed,E
V l,Rd ≥V l,Ed ＝V l,Ed,G +V l,Ed,E
wherein: n (N) l,Rd 、M l,Rd (N l,Ed )、V l,Rd The design value of the axial bearing capacity of the low yield point steel connecting beam, the design value of the bending bearing capacity considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the design value of the shearing bearing capacity are respectively; n (N) l,Ed To design the axial force action design value, N of the low yield point steel connecting beam under the earthquake load combined working condition l,Ed,G 、N l,Ed,E Respectively designing the axial force action design value of the low yield point steel connecting beam under the gravity load representative value and the design earthquake load; m is M l,Ed For designing the bending moment action design value, M, of the low yield point steel connecting beam under the combined working condition of earthquake load l,Ed,G 、M l,Ed,E Respectively designing bending moment action design values of the low yield point steel connecting beam under the gravity load representative value and the design earthquake load; v (V) l,Ed To design earthquake load assemblyThe design value of the shearing force action of the low yield point steel connecting beam under the condition, V l,Ed,G 、V l,Ed,E Respectively representing the gravity load representative value and the shearing force action design value of the low yield point steel connecting beam under the design earthquake load.
Preferably, the bearing capacity of the common steel support is obtained by the following formula:
N r,Rd ≥N r,Ed ＝N r,Ed,G +Ω r N r,Ed,E
wherein: n (N) r,Rd Respectively taking the tensile yield bearing capacity and the compressive buckling bearing capacity for the two stress states of the ordinary support and the buckling-restrained brace according to the design value of the axial bearing capacity of the ordinary steel support; n (N) r,Ed For designing the axial force action design value, N, of the common steel support under the earthquake load combined working condition r,Ed,G 、N r,Ed,E Respectively designing an axial force action design value of the common steel support under the gravity load representative value and the designed earthquake load; omega shape r For the bearing capacity enhancement coefficient of the common steel support, gamma l,ov The low yield point steel material adopted for the low yield point steel connecting beam considers the strengthening effect and the material super-strong coefficient that the expected yield strength is larger than the actual yield strength,for the ratio of the difference between the shear force bearing capacity design value and the shear force action design value under the gravity load representative value of any low yield point steel connecting beam in the system to the shear force action design value under the designed earthquake load, +.>The ratio of the difference between the bending resistance bearing capacity design value of any low yield point steel connecting beam in the system and the bending moment action design value under the gravity load representative value to the bending moment action design value under the design earthquake load is adopted.
Preferably, the bearing capacity of the common steel frame beam is obtained by the following formula:
N b,Rd ≥N b,Ed ＝N b,Ed,G +Ω b N b,Ed,E
M b,Rd (N b,Ed )≥M b,Ed ＝M b,Ed,G +Ω b M b,Ed,E
V b,Rd ≥V b,Ed ＝V b,Ed,G +Ω b V b,Ed,E
wherein: n (N) b,Rd 、M b,Rd (N b,Ed )、V b,Rd The design value of the axial bearing capacity of the common steel frame beam, the design value of the bending bearing capacity considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the design value of the shearing bearing capacity are respectively given; n (N) b,Ed To design the design value, N of the axial force action of the common steel frame beam under the earthquake load combined working condition b,Ed,G 、N b,Ed,E Respectively designing an axial force action design value of the common steel frame beam under the gravity load representative value and the design earthquake load; m is M b,Ed Is the bending moment action design value M of the common steel frame beam under the design of earthquake load combination working condition b,Ed,G 、M b,Ed,E Respectively designing bending moment action design values of the common steel frame beam under the gravity load representative value and the design earthquake load; v (V) b,Ed Is the shear force action design value of the common steel frame beam under the design of earthquake load combined working condition, V b,Ed,G 、V b,Ed,E Respectively designing shear force action design values of the common steel frame beams under the gravity load representative value and the design earthquake load; omega shape b Gamma, which is the bearing capacity enhancement coefficient of the common steel frame beam r,ov The common strength steel material adopted for the common steel support considers the strengthening effect and the material super-strong coefficient that the expected yield strength is larger than the actual yield strength,is a systemThe ratio of the difference between the axial bearing capacity design value of any common steel support and the axial force action design value under the gravity load representative value to the axial force action design value under the design earthquake load is the same.
Preferably, the bearing capacity of the high-strength steel frame column is obtained by the following formula:
N c,Rd ≥N c,Ed ＝N c,Ed,G +Ω c N c,Ed,E
M c,Rd (N c,Ed )≥M c,Ed ＝M c,Ed,G +Ω c M c,Ed,E
V c,Rd ≥V c,Ed ＝V c,Ed,G +Ω c V c,Ed,E
wherein: n (N) c,Rd 、M c,Rd (N c,Ed )、V c,Rd The design value of the axial bearing capacity of the high-strength steel frame column, the design value of the bending bearing capacity considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the design value of the shearing bearing capacity are respectively given; n (N) c,Ed To design the axial force action design value, N of the high-strength steel frame column under the earthquake load combined working condition c,Ed,G 、N c,Ed,E Respectively designing an axial force action design value of the high-strength steel frame column under the gravity load representative value and the design earthquake load; m is M c,Ed For designing the bending moment action design value, M, of the high-strength steel frame column under the combined working condition of earthquake loads c,Ed,G 、M c,Ed,E Respectively designing bending moment action design values of the high-strength steel frame column under the gravity load representative value and the design earthquake load; v (V) c,Ed To design the shearing force action design value, V of the high-strength steel frame column under the earthquake load combined working condition c,Ed,G 、V c,Ed,E Respectively designing shear force action design values of the high-strength steel frame column under the gravity load representative value and the design earthquake load; omega shape c Gamma, which is the bearing capacity enhancement coefficient of the high-strength steel frame column b,ov Common strength steel material for the common steel frame beamThe super-strong coefficient of the material with strengthening effect and expected yield strength larger than the actual yield strength is considered,the ratio of the difference between the bending moment action design value of any common steel girder in the system and the bending moment action design value of the common steel girder under the gravity load representative value to the bending moment action design value of the common steel girder under the design earthquake load is calculated.
Preferably, the low yield point steel connecting beam adopts shearing type, bending type or bending shearing type connecting beam, and the material adopts LYP100, LYP160, LYP225 or Q235 grade steel; the common steel support is a common support or an buckling restrained brace, and is made of Q345, Q390 or Q420 grade steel; the common steel frame beam is made of Q345, Q390 or Q420 grade steel; the materials of the high-strength steel frame column adopt steel materials with the strength grade of Q460, Q500, Q550, Q620, Q690 or more.
Preferably, the connection of the low yield point steel connecting beam and the common steel frame beam and the high-strength steel frame column adopts a rigid connection mode of bolt connection; and the connection of the common steel support and the connection nodes of the common steel frame beam, the high-strength steel frame column and the common steel frame beam adopts a rigid connection or a hinge connection mode of welding seam connection or bolt connection.
Preferably, the common steel frame beam and the high-strength steel frame column are connected by adopting a welding line connection, a bolt connection or a bolt welding hybrid connection.
Preferably, the connection between the common steel frame beam and the high-strength steel frame column adopts a conventional node, a beam end weakened type node or a beam end reinforced type node.
Compared with the prior art, the high performance of the steel structure system of the invention is as follows:
(1) The advantage of strong energy consumption capability after yielding is exerted by adopting low-yield-point steel materials and the advantage of high strength is exerted by adopting high-strength steel materials, so that a gradient energy consumption mechanism of strong support weak connection beams, strong beam weak support and strong column weak beams can be effectively established;
(2) Four types of components are comprehensively utilized to establish four anti-seismic defense lines, and meanwhile, the bearing capacity of each component is designed based on the design method of the invention, so that the basic anti-seismic design principle of 'small earthquake not damaged, medium earthquake repairable and large earthquake not fallen' can be effectively implemented;
(3) When the system is designed in structure, whether the steel connecting beam with the low yield point in small earthquake is subjected to yield energy consumption, the steel connecting beam with the low yield point in medium earthquake is subjected to Liang Qufu energy consumption and can be quickly replaced and repaired after earthquake, whether the common steel support and the frame beam with the low yield point in large earthquake are subjected to yield energy consumption, the common steel support and the frame beam are subjected to yield energy consumption and can still be replaced and repaired after earthquake, and whether the high-strength steel frame column is subjected to yield energy consumption can be selected, so that the concept of earthquake resistance performance design and recoverable function design of the steel structure system is effectively realized.
Drawings
FIG. 1 is a schematic structural view of an embodiment of the high performance steel structural system of the present invention.
Fig. 2 is a schematic structural diagram of an embodiment two of the high performance steel structural system of the present invention.
Fig. 3 is a schematic view of an embodiment of a high performance steel structural system of the present invention.
Fig. 4 is a schematic diagram of an example four-structure of the high performance steel structural system of the present invention.
In the figure: 1-a low yield point steel connecting beam; 2-supporting common steel; 3-a general steel frame beam; 4-high strength steel frame column.
Detailed Description
The present invention will be described in further detail with reference to the drawings and specific examples, which are not to be construed as limiting the embodiments of the present invention.
Example 1
As shown in fig. 1, a high Jiang Gangzhu-ordinary steel beam steel support-low yield point steel connecting beam resettable structure comprises a low yield point steel connecting beam 1, an ordinary steel support 2, an ordinary steel frame beam 3 and a high-strength steel frame column 4, wherein one end of the low yield point steel connecting beam 1 in each layer is connected with the ordinary steel frame beam 3, and the other end is connected with the other ordinary steel frame beam 3; the upper end of the common steel support 2 is connected with the end part of the common steel frame beam 3, and the lower end is connected with a connecting node of the high-strength steel frame column 4 and the other common steel frame beam 3; one end of the common steel frame beam 3 is connected with the low yield point steel connecting beam 1, and the other end is connected with the high-strength steel frame column 4; when an earthquake action occurs, the low yield point steel connecting beam 1 can yield and consume energy at first, becomes a first defense line of earthquake fortification, can be quickly replaced after earthquake, and the yield energy consumption of the common steel supports 2 distributed in a splayed shape is after the low yield point steel connecting beam 1, becomes a second defense line of earthquake fortification, can be repaired and replaced after earthquake, the yield energy consumption of the common steel frame beam 3 is after the common steel supports 2, becomes a third defense line of earthquake fortification, and the yield energy consumption of the high-strength steel columns 4 is after the common steel frame beam 3, and becomes a fourth defense line of earthquake fortification.
Design value E of action effect of each component under earthquake load combined working condition d Not greater than the design value R of the bearing capacity of each component d And the design bearing capacity R of the high-strength steel frame column 4 c,d Not less than the design bearing capacity R of the common steel frame beam 3 b,d Design bearing capacity R of the common steel frame beam 3 b,d Not less than the design bearing capacity R of the common steel support 2 r,d Design bearing capacity R of the common steel support 2 r,d Not less than the design bearing capacity R of the low yield point steel connecting beam 1 l,d Wherein the design value R of the bearing capacity of each component d Comprising an axial design bearing capacity N Rd Bending design bearing capacity M Rd And shear design bearing capacity V Rd 。
Specifically, the bearing capacity of the low yield point steel connecting beam 1 is obtained by the following formula:
N l,Rd ≥N l,Ed ＝N l,Ed,G +N l,Ed,E (1)
M l,Rd (N l,Ed )≥M l,Ed ＝M l,Ed,G +M l,Ed,E (2)
V l,Rd ≥V l,Ed ＝V l,Ed,G +V l,Ed,E (3)
wherein: n (N) l,Rd 、M l,Rd (N l,Ed )、V l,Rd The design values of the axial bearing capacity of the low yield point steel connecting beam 1, the bending bearing capacity design value considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the shearing bearing capacity design value are respectively obtained; n (N) l,Ed For designing the axial force action design value, N of the low yield point steel connecting beam 1 under the earthquake load combined working condition l,Ed,G 、N l,Ed,E Respectively designing the axial force action design value of the low yield point steel connecting beam 1 under the gravity load representative value and the design earthquake load; m is M l,Ed For designing the bending moment action design value M of the low yield point steel connecting beam 1 under the earthquake load combined working condition l,Ed,G 、M l,Ed,E Respectively designing bending moment action design values of the low yield point steel connecting beam 1 under the gravity load representative value and the design earthquake load; v (V) l,Ed For designing the shearing force action design value of the low yield point steel connecting beam 1 under the earthquake load combined working condition, V l,Ed,G 、V l,Ed,E Respectively representing the gravity load representative value and the shearing force action design value of the low yield point steel connecting beam 1 under the design earthquake load.
The bearing capacity of the common steel support 2 is obtained by the following formula:
N r,Rd ≥N r,Ed ＝N r,Ed,G +Ω r N r,Ed,E (4)
wherein: n (N) r,Rd The design value of the axial bearing capacity of the common steel support 2 is that the tensile yield bearing capacity and the compressive buckling bearing capacity are respectively obtained for the two stress states of the common support, and the yield bearing capacity is obtained for the buckling-restrained brace; n (N) r,Ed For designing the axial force action design value, N, of the common steel support 2 under the earthquake load combined working condition r,Ed,G 、N r,Ed,E Respectively designing the axial force action design value of the common steel support 2 under the gravity load representative value and the designed earthquake load; omega shape r For the bearing capacity enhancement coefficient gamma of the common steel support 2 l,ov For the low yield pointThe low yield point steel material adopted by the steel connecting beam 1 considers the strengthening effect and the material super-strong coefficient of the expected yield strength which is larger than the actual yield strength,for the ratio of the difference between the shear force design value of any one of the low yield point steel connecting beams 1 and the shear force effect design value under the gravity load representative value in the system to the shear force effect design value under the designed earthquake load, the ratio is->The ratio of the difference between the bending resistance bearing capacity design value of any low yield point steel connecting beam 1 in the system and the bending moment action design value under the gravity load representative value to the bending moment action design value under the design earthquake load is adopted.
The bearing capacity of the ordinary steel frame beam 3 is obtained by the following formula:
N b,Rd ≥N b,Ed ＝N b,Ed,G +Ω b N b,Ed,E (6)
M b,Rd (N b,Ed )≥M b,Ed ＝M b,Ed,G +Ω b M b,Ed,E (7)
V b,Rd ≥V b,Ed ＝V b,Ed,G +Ω b V b,Ed,E (8)
wherein: n (N) b,Rd 、M b,Rd (N b,Ed )、V b,Rd The design value of the axial bearing capacity of the common steel frame beam 3, the design value of the bending bearing capacity considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the design value of the shearing bearing capacity are respectively; n (N) b,Ed To design the axial force action design value, N of the common steel frame beam 3 under the earthquake load combined working condition b,Ed,G 、N b,Ed,E Respectively designing an axial force action design value of the common steel frame beam 3 under the gravity load representative value and the design earthquake load; m is M b,Ed Is a bending moment action design value M of the common steel frame beam 3 under the working condition of earthquake load combination b,Ed,G 、M b,Ed,E Respectively designing bending moment action design values of the common steel frame beam 3 under the gravity load representative value and the design earthquake load; v (V) b,Ed Is a shear force effect design value V of the common steel frame beam 3 under the design of earthquake load combination working condition b,Ed,G 、V b,Ed,E Respectively designing shear force action design values of the common steel frame beam 3 under the gravity load representative value and the design earthquake load; omega shape b Gamma, which is the bearing capacity enhancement coefficient of the common steel frame beam 3 r,ov The common strength steel material used for the common steel support 2 takes into account the strengthening effect and the super-strong coefficient of the material with the expected yield strength greater than the actual yield strength,the ratio of the difference between the designed axial bearing capacity value of any common steel support 2 and the designed axial force acting value under the gravity load representative value in the system to the designed axial force acting value under the designed earthquake load is adopted.
The bearing capacity of the high-strength steel-frame column 4 is obtained by the following formula:
N c,Rd ≥N c,Ed ＝N c,Ed,G +Ω c N c,Ed,E (10)
M c,Rd (N c,Ed )≥M c,Ed ＝M c,Ed,G +Ω c M c,Ed,E (11)
V c,Rd ≥V c,Ed ＝V c,Ed,G +Ω c V c,Ed,E (12)
wherein: n (N) c,Rd 、M c,Rd (N c,Ed )、V c,Rd The design values of the axial bearing capacity of the high-strength steel frame column 4, the bending bearing capacity design value considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the shearing bearing capacity design value are respectively given; n (N) c,Ed To design the axial force action design value, N of the high-strength steel frame column 4 under the earthquake load combined working condition c,Ed,G 、N c,Ed,E Respectively designing an axial force action design value of the high-strength steel frame column 4 under the gravity load representative value and the design earthquake load; m is M c,Ed For designing the bending moment action design value M of the high-strength steel frame column 4 under the earthquake load combined working condition c,Ed,G 、M c,Ed,E Respectively designing bending moment action design values of the high-strength steel frame column 4 under the gravity load representative value and the design earthquake load; v (V) c,Ed To design the shearing force action design value, V, of the high-strength steel frame column 4 under the combined working condition of earthquake load c,Ed,G 、V c,Ed,E Respectively designing shear force action design values of the high-strength steel frame column 4 under the gravity load representative value and the design earthquake load; omega shape c Gamma, which is the bearing capacity enhancement coefficient of the high-strength steel-frame column 4 b,ov The ordinary strength steel material used for the ordinary steel frame beam 3 takes the reinforcing effect and the material super-strong coefficient that the expected yield strength is larger than the actual yield strength into consideration,the ratio of the difference between the bending resistance bearing capacity design value of any common steel frame beam 3 and the bending moment action design value under the gravity load representative value in the system to the bending moment action design value under the designed earthquake load is adopted.
In addition, the low yield point steel connecting beam 1 adopts shearing type, bending type or bending shearing type connecting beams, and the materials adopt LYP100, LYP160, LYP225 or Q235 grade steel materials; the common steel support 2 is an anti-buckling support or a common support, and is made of Q345, Q390 or Q420 grade steel; the material of the common steel frame beam 3 adopts Q345, Q390 or Q420 grade steel; the materials of the high-strength steel frame column 4 are steel materials with the strength grade of Q460, Q500, Q550, Q620, Q690 or more.
In the connection mode, the connection of the low yield point steel connecting beam 1, the common steel frame beam 3 and the high-strength steel frame column 4 adopts a rigid connection mode of bolt connection; the connection of the common steel support 2 and the connection nodes of the common steel frame beam 3, the high-strength steel frame column 4 and the common steel frame beam 3 adopts a rigid connection or a hinge connection mode of welding seam connection or bolt connection.
The connection between the common steel frame beam 3 and the high-strength steel frame column 4 adopts a welding seam connection, a bolt connection or a bolt welding hybrid connection rigid connection mode.
The connection between the common steel frame beam 3 and the high-strength steel frame column 4 adopts a conventional node, a beam end weakened type node or a beam end reinforced type node.
Example two
As shown in fig. 2, the present embodiment is different from the first embodiment in that:
the high Jiang Gangzhu-common steel beam steel support-low yield point steel connecting beam resettable structure comprises a low yield point steel connecting beam 1, a common steel support 2, a common steel frame beam 3 and a high-strength steel frame column 4, wherein one end of the low yield point steel connecting beam 1 is connected with the common steel frame beam 3, and the other end is connected with the other common steel frame beam 3; the lower end of the common steel support 2 is connected with the end part of the common steel frame beam 3, and the upper end is connected with a connecting node of the high-strength steel frame column 4 and the other common steel frame beam 3; one end of the common steel frame beam 3 is connected with the low yield point steel connecting beam 1, and the other end is connected with the high-strength steel frame column 4; when an earthquake action occurs, the low yield point steel connecting beam 1 can yield and consume energy at first, becomes a first defense line of earthquake fortification, can be quickly replaced after earthquake, and the yield energy consumption of the common steel supports 2 distributed in the shape of inverted splayed supports becomes a second defense line of earthquake fortification after the low yield point steel connecting beam 1, and can be repaired and replaced after earthquake, the yield energy consumption of the common steel frame beams 3 becomes a third defense line of earthquake fortification after the common steel supports 2, and the yield energy consumption of the high-strength steel frame columns 4 becomes a fourth defense line of earthquake fortification after the common steel frame beams 3.
Example III
As shown in fig. 3, the present embodiment is different from the first embodiment in that:
the high Jiang Gangzhu-common steel beam steel support-low yield point steel connecting beam resettable structure comprises a low yield point steel connecting beam 1, a common steel support 2, a common steel frame beam 3 and a high-strength steel frame column 4, wherein one end of the low yield point steel connecting beam 1 is connected with the common steel frame beam 3, and the other end is connected with the high-strength steel frame column 4; the upper end of the common steel support 2 is connected with the end part of the common steel frame beam 3, and the lower end is connected with a connecting node of the high-strength steel frame column 4 and the other common steel frame beam 3; one end of the common steel frame beam 3 is connected with the low yield point steel connecting beam 1, and the other end is connected with the high-strength steel frame column 4; when an earthquake action occurs, the low-yield-point steel connecting beam 1 can yield and consume energy at first, becomes a first defense line of earthquake fortification, can be quickly replaced after earthquake, the yield and consume energy of the obliquely arranged common steel support 2 becomes a second defense line of earthquake fortification after the low-yield-point steel connecting beam 1, and can be repaired and replaced after earthquake, the yield and consume energy of the common steel frame beam 3 becomes a third defense line of earthquake fortification after the common steel support 2, and the yield and consume energy of the high-strength steel frame column 4 becomes a fourth defense line of earthquake fortification after the common steel frame beam 3.
Example IV
As shown in fig. 4, the present embodiment is different from the first embodiment in that:
the high Jiang Gangzhu-common steel beam steel support-low yield point steel connecting beam resettable structure comprises a low yield point steel connecting beam 1, a common steel support 2, a common steel frame beam 3 and a high-strength steel frame column 4, wherein one end of the low yield point steel connecting beam 1 is connected with the common steel frame beam 3, and the other end is connected with the high-strength steel frame column 4; the upper end of the common steel support 2 is connected with the end part of the common steel frame beam 3, and the lower end is connected with the middle part of another common steel frame beam 3; one end of the common steel frame beam 3 is connected with the low yield point steel connecting beam 1, and the other end is connected with the other low yield point steel connecting beam 1; when an earthquake action occurs, the low yield point steel connecting beam 1 can yield and consume energy at first, becomes a first defense line of earthquake fortification, can be quickly replaced after earthquake, and is in inverted triangle distribution, the yield and consume energy of the common steel support 2 is after the low yield point steel connecting beam 1, becomes a second defense line of earthquake fortification, and can be repaired and replaced after earthquake, the yield and consume energy of the common steel frame beam 3 is after the common steel support 2, becomes a third defense line of earthquake fortification, and the yield and consume energy of the high-strength steel column 4 is after the common steel frame beam 3, becomes a fourth defense line of earthquake fortification.
The steel structure system provided by the embodiment can exert the advantages of three strength steels, comprehensively utilizes four types of components to perform four anti-seismic fortification, can meet the requirements of structural rigidity and strength, can effectively ensure the formation of a gradient energy consumption mechanism with good ductility under the action of an earthquake, can realize rapid repair and component replacement after the earthquake, and greatly improves the anti-seismic performance and functional restorability of the whole structure system.
The above examples of the present invention are merely illustrative of the present invention and are not intended to limit the embodiments of the present invention. Other variations or modifications of the above teachings will be apparent to those of ordinary skill in the art. It is not necessary here nor is it exhaustive of all embodiments. Any modification, equivalent replacement, improvement, etc. which come within the spirit and principles of the invention are desired to be protected by the following claims.
Claims (8)
1. The high Jiang Gangzhu-common steel beam steel support-low yield point steel connecting beam resettable structure is characterized by comprising a low yield point steel connecting beam, a common steel support, a common steel frame beam and a high-strength steel frame column, wherein one end of the low yield point steel connecting beam is connected with the common steel frame beam, and the other end of the low yield point steel connecting beam is connected with the other common steel frame beam or the high-strength steel frame column; the upper end of the common steel support is connected with the end part of the common steel frame beam, and the lower end of the common steel support is connected with a connecting node of the high-strength steel frame column and the other common steel frame beam or is connected with the middle part of the other common steel frame beam; one end of the common steel frame beam is connected with the low yield point steel connecting beam, and the other end of the common steel frame beam is connected with the high-strength steel frame column or connected with the other low yield point steel connecting beam; when an earthquake action occurs, the low-yield-point steel connecting beam can yield and consume energy at first, becomes a first defense line of earthquake fortification, can be quickly replaced after earthquake, the yield and consume energy of the common steel support is after the low-yield-point steel connecting beam, becomes a second defense line of earthquake fortification, can be repaired and replaced after earthquake, the yield and consume energy of the common steel frame beam is after the common steel support, becomes a third defense line of earthquake fortification, and the yield and consume energy of the high-strength steel frame column is after the common steel frame beam, becomes a fourth defense line of earthquake fortification;
wherein, the design value E of the action effect of each component under the combined working condition of earthquake load d Not greater than the design value R of the bearing capacity of each component d And the design bearing capacity R of the high-strength steel frame column c,d Not less than the design bearing capacity R of the common steel frame beam b,d Design bearing capacity R of common steel frame beam b,d Not less than the design bearing capacity R of the common steel support r,d Design bearing capacity R of the common steel support r,d Not less than the design bearing capacity R of the low yield point steel connecting beam l,d Wherein the design value R of the bearing capacity of each component d Comprising an axial design bearing capacity N Rd Bending design bearing capacity M Rd And shear design bearing capacity V Rd ；
The bearing capacity of the low yield point steel connecting beam is obtained by the following formula:
N l,Rd ≥N l,Ed ＝N l,Ed,G +N l,Ed,E
M l,Rd (N l,Ed )≥M l,Ed ＝M l,Ed,G +M l,Ed,E
V l,Rd ≥V l,Ed ＝V l,Ed,G +V l,Ed,E
wherein: n (N) l,Rd 、M l,Rd (N l,Ed )、V l,Rd The design value of the axial bearing capacity of the low yield point steel connecting beam, the design value of the bending bearing capacity considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the design value of the shearing bearing capacity are respectively; n (N) l,Ed To design the axial force action design value, N of the low yield point steel connecting beam under the earthquake load combined working condition l,Ed,G 、N l,Ed,E Respectively designing the axial force action design value of the low yield point steel connecting beam under the gravity load representative value and the design earthquake load; m is M l,Ed For designing the bending moment action design value, M, of the low yield point steel connecting beam under the combined working condition of earthquake load l,Ed,G 、M l,Ed,E Respectively designing bending moment action design values of the low yield point steel connecting beam under the gravity load representative value and the design earthquake load; v (V) l,Ed For designing the shearing force action design value of the low yield point steel connecting beam under the earthquake load combined working condition, V l,Ed,G 、V l,Ed,E Respectively representing the gravity load representative value and the shearing force action design value of the low yield point steel connecting beam under the design earthquake load.
2. The high-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure according to claim 1, wherein the bearing capacity of the common steel support is obtained by the following formula:
N r,Rd ≥N r,Ed ＝N r,Ed,G +Ω r N r,Ed,E
wherein: n (N) r,Rd Respectively taking the tensile yield bearing capacity and the compressive buckling bearing capacity for the two stress states of the ordinary support and the buckling-restrained brace according to the design value of the axial bearing capacity of the ordinary steel support; n (N) r,Ed For designing the axial force action design value, N, of the common steel support under the earthquake load combined working condition r,Ed,G 、N r,Ed,E Respectively designing an axial force action design value of the common steel support under the gravity load representative value and the designed earthquake load; omega shape r For the bearing capacity enhancement coefficient of the common steel support, gamma l,ov The low yield point steel material used for the low yield point steel connecting beam considers the strengthening effect and the material super-strong coefficient that the expected yield strength is larger than the actual yield strength,for the ratio of the difference between the shear force bearing capacity design value and the shear force action design value under the gravity load representative value of any low yield point steel connecting beam in the system to the shear force action design value under the designed earthquake load, +.>The ratio of the difference between the bending resistance bearing capacity design value of any low yield point steel connecting beam in the system and the bending moment action design value under the gravity load representative value to the bending moment action design value under the design earthquake load is adopted.
3. The high-strength steel column-ordinary steel beam steel support-low yield point steel connecting beam resettable structure according to claim 1, wherein the bearing capacity of the ordinary steel frame beam is obtained by the following formula:
N b,Rd ≥N b,Ed ＝N b,Ed,G +Ω b N b,Ed,E
M b,Rd (N b,Ed )≥M b,Ed ＝M b,Ed,G +Ω b M b,Ed,E
V b,Rd ≥V b,Ed ＝V b,Ed,G +Ω b V b,Ed,E
wherein: n (N) b,Rd 、M b,Rd (N b,Ed )、V b,Rd The design value of the axial bearing capacity of the common steel frame beam, the design value of the bending bearing capacity considering the reduction of the axial force effect under the combined working condition of the designed earthquake load and the design value of the shearing bearing capacity are respectively given; n (N) b,Ed To design the design value, N of the axial force action of the common steel frame beam under the earthquake load combined working condition b,Ed,G 、N b,Ed,E Respectively designing an axial force action design value of the common steel frame beam under the gravity load representative value and the design earthquake load; m is M b,Ed Is to design the earthquake loadBending moment action design value, M, of the common steel frame beam under combined working condition b,Ed,G 、M b,Ed,E Respectively designing bending moment action design values of the common steel frame beam under the gravity load representative value and the design earthquake load; v (V) b,Ed Is the shear force action design value of the common steel frame beam under the design of earthquake load combined working condition, V b,Ed,G 、V b,Ed,E Respectively designing shear force action design values of the common steel frame beams under the gravity load representative value and the design earthquake load; omega shape b Gamma, which is the bearing capacity enhancement coefficient of the common steel frame beam r,ov The common strength steel material used for the common steel support considers the strengthening effect and the super-strong coefficient of the material with the expected yield strength being larger than the actual yield strength,the ratio of the difference between the axial bearing capacity design value of any common steel support in the system and the axial force action design value under the gravity load representative value to the axial force action design value under the design earthquake load is adopted.
4. The high-strength steel column-ordinary steel beam steel support-low yield point steel connecting beam resettable structure according to claim 1, wherein the bearing capacity of the high-strength steel frame column is obtained by the following formula:
N c,Rd ≥N c,Ed ＝N c,Ed,G +Ω c N c,Ed,E
M c,Rd (N c,Ed )≥M c,Ed ＝M c,Ed,G +Ω c M c,Ed,E
V c,Rd ≥V c,Ed ＝V c,Ed,G +Ω c V c,Ed,E
wherein: n (N) c,Rd 、M c,Rd (N c,Ed )、V c,Rd Axial bearings of the high-strength steel frame columns respectivelyA load force design value, a bending resistance load force design value considering the reduction of axial force action under the combined working condition of the designed earthquake load, and a shearing resistance load force design value; n (N) c,Ed To design the axial force action design value, N of the high-strength steel frame column under the earthquake load combined working condition c,Ed,G 、N c,Ed,E Respectively designing an axial force action design value of the high-strength steel frame column under the gravity load representative value and the design earthquake load; m is M c,Ed For designing the bending moment action design value, M, of the high-strength steel frame column under the combined working condition of earthquake loads c,Ed,G 、M c,Ed,E Respectively designing bending moment action design values of the high-strength steel frame column under the gravity load representative value and the design earthquake load; v (V) c,Ed To design the shearing force action design value, V of the high-strength steel frame column under the earthquake load combined working condition c,Ed,G 、V c,Ed,E Respectively designing shear force action design values of the high-strength steel frame column under the gravity load representative value and the design earthquake load; omega shape c Gamma, which is the bearing capacity enhancement coefficient of the high-strength steel frame column b,ov The common strength steel material used for the common steel frame beam considers the reinforcing effect and the super-strong coefficient of the material with the expected yield strength larger than the actual yield strength,the ratio of the difference between the bending moment action design value of any common steel girder in the system and the bending moment action design value of the common steel girder under the gravity load representative value to the bending moment action design value of the common steel girder under the design earthquake load is calculated.
5. The high-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure according to claim 1, wherein the low yield point steel connecting beam is a shear type, bending type or bending shear type connecting beam, and is made of LYP100, LYP160, LYP225 or Q235 grade steel; the common steel support is a common support or an buckling restrained brace, and is made of Q345, Q390 or Q420 grade steel; the common steel frame beam is made of Q345, Q390 or Q420 grade steel; the materials of the high-strength steel frame column adopt steel materials with the strength grade of Q460, Q500, Q550, Q620, Q690 or more.
6. The resettable high-strength steel column-common steel beam steel support-low yield point steel connecting beam structure of claim 1, wherein the connection of the low yield point steel connecting beam with the common steel frame beam and the high-strength steel frame column adopts a rigid connection mode of bolt connection; and the connection of the common steel support and the connection nodes of the common steel frame beam, the high-strength steel frame column and the common steel frame beam adopts a rigid connection or a hinge connection mode of welding seam connection or bolt connection.
7. The resettable high-strength steel column-common steel beam steel support-low yield point steel connecting beam structure of claim 1, wherein the common steel frame beam and the high-strength steel frame column are connected by adopting a welding seam connection, a bolt connection or a bolt-welding hybrid connection.
8. The high-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure of claim 1, wherein the common steel frame beam is connected with the high-strength steel frame column by a conventional node, a beam end weakening node or a beam end strengthening node.
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| CN108894318A (en) * | 2018-05-28 | 2018-11-27 | 昆明理工大学 | A kind of structure improving steel frame endurance and stiffness |
| CN108756412B (en) * | 2018-07-10 | 2023-09-19 | 大连理工大学 | Assembly type concrete shock absorption frame structure system hinged in beam |
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| CN111794373A (en) * | 2020-06-18 | 2020-10-20 | 华南理工大学 | High-strength steel column-common steel beam-low yield point steel axillary support resettable structure |
| CN113089870A (en) * | 2021-04-09 | 2021-07-09 | 深圳市市政设计研究院有限公司 | Energy dissipation and vibration reduction supporting structure and construction method thereof |
| CN113137104B (en) * | 2021-04-14 | 2022-11-18 | 国核电力规划设计研究院有限公司 | K-type eccentric supporting structure system |
| CN113137108B (en) * | 2021-04-14 | 2022-09-23 | 国核电力规划设计研究院有限公司 | Spring layer supporting frame |
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