CN216713439U - Post-earthquake nondestructive self-resetting steel frame column - Google Patents
Post-earthquake nondestructive self-resetting steel frame column Download PDFInfo
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- CN216713439U CN216713439U CN202220170098.5U CN202220170098U CN216713439U CN 216713439 U CN216713439 U CN 216713439U CN 202220170098 U CN202220170098 U CN 202220170098U CN 216713439 U CN216713439 U CN 216713439U
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Abstract
The utility model discloses a post-earthquake nondestructive self-resetting steel frame column which comprises a column body, column feet and tension energy dissipation devices, wherein the column body is arranged above the column feet, and the tension energy dissipation devices are symmetrically arranged between the column body and the column feet; the tensile energy dissipation device comprises an energy dissipation bar and an anchoring clamp, wherein the anchoring clamp comprises an anchoring plate, an anchor cylinder, an annular wedge-shaped clamping piece, a spring and a gland which are coaxially arranged at one end of the energy dissipation bar; the gland is connected to the anchor cylinder, the spring and the annular wedge-shaped clamping piece are sleeved on the energy consumption bar, and the spring and the annular wedge-shaped clamping piece are positioned in an annular cavity enclosed among the gland, the anchor cylinder and the energy consumption bar; the anchor plate all is provided with connecting portion with the power consumption rod other end and is used for installing on shaft of a column and column base. The self-resetting steel structure column not only consumes earthquake energy, but also has no or little residual deformation after the earthquake, can achieve the self-resetting effect of the steel structure column, and realizes the quick recovery and use functions of the structure after the earthquake.
Description
Technical Field
The utility model relates to the technical field of engineering structure earthquake resistance, in particular to a post-earthquake nondestructive self-resetting steel frame column.
Background
The earthquake-proof design concept generally adopted in the world at present is a ductility design concept, and the main design concept is that when the structure suffers a strong earthquake, the structure is allowed to generate plastic deformation at a preset designed position (plastic hinge area) to consume earthquake energy, so that an earthquake-proof fortification target is realized to ensure the safety of lives and properties. Although the design method using self-component energy consumption can achieve the expected anti-seismic target of the structure, the damage is serious in the plastic hinge area of the structure. In the case of steel frame structures, after earthquake, a plastic region is often formed at the beam end or the bottom of the steel column (or the column base position). Obvious plasticity and residual deformation not only can cause the difficulty of repairing the structure after the earthquake, but also has higher economic cost and time cost due to the interruption of the use function, thereby bringing serious influence to the social and economic development.
CN206110352U discloses a repairable, self-resetting formula rectangle steel core concrete frame column base node, this column base node includes square steel core concrete column, buckling restrained steel plate, base and concrete foundation. Wherein be equipped with unbonded prestressing tendons in the rectangle steel core concrete column, be provided with the buckling restrained steel sheet around the rectangle steel core concrete column. The self-resetting capability of such a column shoe is mainly provided by unbonded tendons.
CN109057018B discloses a self-resetting column base node based on shape memory alloy stick, this column base node includes the concrete foundation, concrete foundation upper portion fixed baseplate, the bottom plate passes through the pillar of shearing connecting plate connection rather than the perpendicular, pillar bilateral symmetry installation anchor plate, connect the shape memory alloy stick through the hinged-support between anchor plate and the bottom plate. The self-resetting capability of such a column shoe is provided primarily by superelastic shape memory alloy rods.
CN211597372U discloses from restoring to throne enhancement mode column base, this column base includes the steel column, high-strength pull rod, the board of encorbelmenting, stop device, stock and spacing backing plate, the steel column is pegged graft in the basic spacing recess of ground, high-strength pull rod passes the horizontal stiffening rib of steel column, and it is fixed at horizontal stiffening rib and the first dish-shaped spring assembly of high-strength pull rod top installation, the board level of encorbelmenting is fixed in the outside of steel column, stop device is for fixing at the board top surface of encorbelmenting, the stock bottom is connected with ground foundation, the body of rod passes the through-hole of the board of encorbelmenting and stop device, and the cover is equipped with the second belleville spring group, and at its both ends symmetry cover be equipped with spacing backing plate and high strength nut. The self-resetting capability of the column base is mainly realized by a disc spring.
SUMMERY OF THE UTILITY MODEL
The utility model provides a post-earthquake nondestructive self-resetting steel frame column, which solves the problem of post-earthquake damage of the traditional steel frame column and simultaneously avoids the problem of complex design in the prior self-resetting column base technology.
The technical scheme adopted by the utility model is as follows: the post-earthquake nondestructive self-resetting steel frame column comprises a column body, column feet and tension energy dissipation devices, wherein the column body is arranged above the column feet, and the tension energy dissipation devices are symmetrically arranged between the column body and the column feet; the tension type energy dissipation device comprises an energy dissipation bar and an anchoring clamp, wherein the anchoring clamp comprises an anchoring plate, an anchor cylinder, an annular wedge-shaped clamping piece, a spring and a gland which are coaxially arranged at one end of the energy dissipation bar; the gland is connected to the anchor cylinder, the spring and the annular wedge-shaped clamping piece are sleeved on the energy consumption bar, and the spring and the annular wedge-shaped clamping piece are positioned in an annular cavity enclosed among the gland, the anchor cylinder and the energy consumption bar; the anchor plate and the other end of the energy dissipation bar are provided with connecting parts for installation on the column body and the column base.
Furthermore, the inner wall of the annular wedge-shaped clamping piece is a non-smooth surface.
Furthermore, the inner wall of the annular wedge-shaped clamping piece is provided with threads.
Furthermore, the connecting portion that sets up on the anchor board is the bolt hole, the connecting portion that the energy consumption rod other end set up is the external screw thread.
Furthermore, the energy dissipation bar material is a steel bar, a lead bar or a shape memory alloy bar.
Furthermore, the two ends of the energy consumption bar are anchoring sections, and the middle part of the energy consumption bar is a weakening section.
Further, shaft bottom has set gradually first baffle and first bottom plate, be provided with first floor between first bottom plate and the first baffle, the anchor board passes through the bolt and installs on first baffle.
Further, the column base comprises a second bottom plate, a transverse shoe beam and a vertical shoe beam which are arranged on the second bottom plate, a top plate and a second partition plate which are arranged between the two vertical shoe beams, and a second rib plate which is arranged between the top plate, the second partition plate and the second bottom plate; the first bottom plate of the column body is positioned above the top plate, and the other end of the energy dissipation bar passes through the first bottom plate and the top plate and is installed on the second partition plate through a nut; grooves are arranged at the tops of the two vertical boot beams.
Further, the length of the weakened section is lED≥1.5θl/εuWherein l isEDIn order to weaken the length of the section, theta is the maximum target displacement angle of the energy dissipation bars, l is the distance between the centers of the left and right groups of energy dissipation bars at the outermost side, and epsilonuThe strain value is corresponding to the tensile strength of the energy-consuming bar; the sliding length between the upper end anchoring section and the annular wedge-shaped clamping piece is ls≥2/3εulED(ii) a The diameter of the weakened section is
Wherein D is the net diameter of the lower anchoring section, fyYield strength of the energy-dissipating bar material, fuThe tensile strength of the energy-consuming bar.
The utility model has the beneficial effects that:
1) the tension energy dissipation device provided by the utility model can provide energy dissipation for earthquakes. The device is characterized in that the energy dissipation bar consumes energy under repeated loading of tension, but when the energy dissipation bar is pressed, the energy dissipation bar can be freely extended without consuming energy because the anchoring clamp has no restraint effect on the energy dissipation bar. After loading and unloading are finished, a new anchoring position can be formed between the clamping piece and the energy consumption bar under the action of springback of the spring in the anchoring clamp, so that the energy consumption bar can continuously present a full hysteresis curve when being pulled next time. The design not only avoids the problem that the energy dissipation device is pressed to buckle, but also does not need to design a buckling restraining device for the energy dissipation bar. More importantly, the energy-consuming bar and the anchoring clamp are in an interaction mode of updating the anchoring position continuously, so that residual deformation formed by the energy-consuming bar in the last stage of tension loading has no influence on the tension loading again, and a full hysteresis curve can be provided. The tension type energy dissipation device is arranged on the periphery of the bottom of the steel column and is connected through bolts, and therefore maintenance and replacement after an earthquake are facilitated.
2) And after the earthquake, no damage is caused, other self-resetting devices are not required to be designed in the design of the self-resetting steel frame column, and the self-resetting purpose can be realized only by the vertical bearing capacity born by the column.
3) The steel frame structure has the advantages of simple structure, flexible design and strong practicability, can effectively reduce the cost of repairing the steel frame structure after the earthquake, and can quickly and integrally improve the restorability and the use function of the structure after the earthquake.
Drawings
FIG. 1 is a front view of a post-earthquake nondestructive self-resetting steel frame column disclosed by an embodiment of the utility model;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
fig. 3 is a front view of a tension-type energy dissipating device according to an embodiment of the present invention;
fig. 4 is a cross-sectional view of a tension-type energy dissipating device according to an embodiment of the present invention;
FIG. 5 is a front view of an energy dissipating bar according to an embodiment of the present invention;
FIG. 6 is an elevation view of an annular wedge clip according to an embodiment of the present disclosure;
FIG. 7 is a schematic structural view of a post-earthquake nondestructive self-resetting steel frame column swinging according to an embodiment of the present invention;
fig. 8 is a schematic diagram of displacement-bearing force hysteresis of the post-earthquake nondestructive self-resetting steel frame column disclosed by the embodiment of the utility model.
Reference numerals: 1. a column body; 11. a first base plate; 12. a first separator; 13. a first rib plate; 2. a column shoe; 21. a second base plate; 22. a transverse shoe beam; 23. a second rib plate; 24. a top plate; 25. a second separator; 26. a vertical shoe beam; 3. a tension-type energy dissipation device; 31. energy dissipation bars; 311. a weakening section; 312. an anchoring section; 32. anchoring the fixture; 321. an anchoring plate; 322. an anchor cylinder; 323. an annular wedge-shaped clamping piece; 324. a spring; 325. and (7) pressing the cover.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer, the present invention will be described in further detail below with reference to the accompanying drawings, but embodiments of the present invention are not limited thereto.
Example 1:
referring to fig. 1-2, the present embodiment discloses a post-earthquake nondestructive self-resetting steel frame column, which includes a column body 1, a column base 2, and a tension energy dissipation device 3.
Referring to fig. 1-2, the column body 1 is located above the column base 2, the tension-type energy dissipation devices 3 are symmetrically installed on two sides of the axial line of the column body 1 and the axial line of the column base 2, the specific number can be designed according to the requirements of actual engineering, and the installation number is an integral multiple of 2.
Referring to fig. 3 to 4, the tension type energy dissipation device of the present embodiment includes energy dissipation bars 31 and an anchor jig 32.
Referring to fig. 4, the anchoring jig 32 includes an anchoring plate 321, an anchoring cylinder 322, a ring-shaped wedge-shaped jaw 323, a spring 324, and a gland 325, which are coaxially installed at the upper end of the energy consuming bar 31. The gland 325 is connected to the inner wall or the outer wall of the anchor barrel 322 through threads, the spring 324 and the annular wedge-shaped clamping piece 323 are sleeved on the energy consumption rod 31, the spring 324 and the annular wedge-shaped clamping piece 323 are positioned in an annular cavity enclosed among the gland 325, the anchor barrel 322 and the energy consumption rod 31, the tip end of the annular wedge-shaped clamping piece 323 faces downwards, and the spring 324 is positioned between the gland 325 and the annular wedge-shaped clamping piece 323. The lower ends of the anchor plate 321 and the energy consumption bar 31 are provided with connecting parts for being mounted on the column body 1 and the column base 2, specifically, the connecting parts arranged on the anchor plate 321 are bolt holes, and the connecting parts arranged at the other end (the lower end in fig. 4) of the energy consumption bar are external threads, so that the tension type energy consumption device 3 can be conveniently detached.
Shape of the annular wedge-shaped clamping piece 323 referring to fig. 6, in order to increase the friction force between the annular wedge-shaped clamping piece 323 and the energy dissipation bar 31, the inner wall of the annular wedge-shaped clamping piece 323 is designed to be a non-smooth surface, and specifically, a thread may be provided on the inner wall of the annular wedge-shaped clamping piece 323. Referring to fig. 4, when the anchor clamp 32 slides upward relative to the energy dissipating bar 31, the force applied to the energy dissipating bar 31 is divided into a force vertically upward and a force perpendicular to the energy dissipating bar 31 when the upward force of the anchor cylinder 322 is transmitted to the annular wedge-shaped clamping plate 323, and the force perpendicular to the energy dissipating bar 31 increases the friction between the annular wedge-shaped clamping plate 323 and the energy dissipating bar 31, which is converted into a pulling force on the energy dissipating bar 31. On the contrary, when the anchor clamp 32 slides downwards relative to the energy-consuming bar 31, the anchor clamp 32 can slide downwards without resistance through stress decomposition, so that the anchor clamp 32 forms a new anchoring position on the energy-consuming bar 31.
In this embodiment, the energy dissipation bar 31 is a steel bar, a lead bar or a shape memory alloy bar, but the material of the energy dissipation bar 31 is not limited thereto, and the material with deformation energy dissipation can be applied to the present invention. Further, the two ends of the energy consumption bar 31 are anchor sections 312, and the middle part is a weakening section 311.
Specifically, referring to fig. 5, in the present embodiment, a first partition plate 12 and a first bottom plate 11 are sequentially disposed at the bottom of the column shaft 1, a first rib 13 is disposed between the first bottom plate 11 and the first partition plate 12, and the anchor plate 321 is mounted on the first partition plate 12 by a bolt.
Referring to fig. 5, the column shoe 2 includes a second bottom plate 21, a lateral shoe beam 22 and a vertical shoe beam 26 provided on the second bottom plate 21, a top plate 24 and a second partition plate 25 provided between the two vertical shoe beams 26, and a second rib plate 23 provided between the top plate 24, the second partition plate 25, and the second bottom plate 21. The first bottom plate 11 of the shaft 1 is located above the top plate 24, and the lower ends of the energy consumption rods 31 pass through the first bottom plate 11 and the top plate 24 and are mounted on the second partition plate 25 through nuts located at both sides of the second partition plate 25.
Referring to fig. 7, when the column body 1 swings, an open and closed swing interface is formed between the first bottom plate 11 of the column body 1 and the column base top plate 24, all the tension-type energy dissipation devices 3 are in tension, the anchoring clamps 32 stretch the energy dissipation bars 31 to limit the swing amplitude of the column body 1, and when the column body 1 returns to the original position, the anchoring clamps 32 form a new anchoring relationship on the energy dissipation bars 31 to reduce the residual deformation of the energy dissipation bars 31. The vertical shoe beam 26 is designed as a shear-resistant element of the column body 1, and the groove is designed at the top part to adapt to the swinging deformation of the column body 1.
By utilizing the tension type energy dissipation device in the embodiment in an earthquake, not only is earthquake energy consumed, but also no or little residual deformation exists after the earthquake, the self-resetting effect of the steel structure column can be achieved, and the quick recovery and use functions of the structure after the earthquake are realized. The method saves a large amount of economic cost and time cost, has obvious economic effect, can effectively and quickly integrally improve the restorability of the structure after the earthquake, and has wide application prospect in the field of engineering structures.
Preferably, referring to fig. 5, the weakened section 311 of the tension-type energy consuming device 3 has a length lED≥1.5θl/εuWherein l isEDTo reduce the length of the section 311, θ is the maximum target displacement angle of the energy-consuming bars 31, l is the distance between the centers of the two sets of energy-consuming bars 31 at the outermost side, and εuThe strain value is corresponding to the tensile strength of the energy consumption bar 31. The sliding length between the upper end anchoring section 312 and the annular wedge-shaped clamping piece 323 is ls≥2/3εulED. The weakened section 311 has a diameter of
Where D is the net diameter of the lower anchor section 312, fyYield strength, f, of the dissipative rod 31uThe tensile strength of the dissipative material 31.
The tension type energy dissipation device 3 is deformed and dissipates energy only when being loaded, and the energy dissipation bar 31 does not have the energy dissipation effect because the anchoring clamp 32 has no constraint effect on the energy dissipation bar 31 when being unloaded. After loading and unloading are completed, the anchoring clamp 32 enables a new anchoring position to be formed between the annular wedge-shaped clamping piece 323 and the energy dissipation bar 31 due to the resilience effect of the spring 324, so that the energy dissipation bar 31 has no residual deformation when being loaded and pulled next time, and can continuously present a full hysteresis curve. As shown in fig. 8, the hysteresis behavior of the post-earthquake damage-free self-resetting steel frame column is determined by the tension energy dissipation device 3 and the loaded vertical force. After the two are superposed, the displacement-bearing capacity hysteresis curve shows good flag type hysteresis behavior.
In conclusion, the post-earthquake nondestructive self-resetting steel frame column has the following beneficial effects:
(1) the post-earthquake nondestructive self-resetting steel frame column is simple in structure and convenient to construct. The self-resetting capability of the member in the embodiment is provided by using the vertical force borne by the steel column, and the energy consumption is provided by the tension type energy consumption device, so that the structural design is simple. This is different from the post-tensioned prestressing technique which is largely adopted in the current research to provide the self-resetting capability for the structural member. The tension energy dissipation device is connected with the column body and the column bottom through bolts, and construction and post-earthquake maintenance are convenient.
(2) The post-earthquake nondestructive self-resetting steel frame column is flexible in design and wide in application range. The bearing capacity and the deformability of different steel columns can be realized by changing the diameter, the length and the number of the energy dissipation rods in the tension type energy dissipation device. The tension type energy dissipation device can also be applied to other structural members, and the application range is wide.
The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (9)
1. The post-earthquake nondestructive self-resetting steel frame column is characterized by comprising a column body, column bases and tension energy dissipation devices, wherein the column body is arranged above the column bases, and the tension energy dissipation devices are symmetrically arranged between the column body and the column bases; the tension type energy dissipation device comprises an energy dissipation bar and an anchoring clamp, wherein the anchoring clamp comprises an anchoring plate, an anchor cylinder, an annular wedge-shaped clamping piece, a spring and a gland which are coaxially arranged at one end of the energy dissipation bar; the gland is connected to the anchor cylinder, the spring and the annular wedge-shaped clamping piece are sleeved on the energy consumption bar, and the spring and the annular wedge-shaped clamping piece are positioned in an annular cavity defined by the gland, the anchor cylinder and the energy consumption bar; the anchor plate and the other end of the energy dissipation bar are provided with connecting parts for installation on the column body and the column base.
2. The post-earthquake damage-free self-resetting steel frame column according to claim 1, wherein the inner wall of the annular wedge-shaped clamping piece is a non-smooth surface.
3. The post-earthquake damage-free self-resetting steel frame column according to claim 2, wherein the inner wall of the annular wedge-shaped clamping piece is provided with threads.
4. The post-earthquake damage-free self-resetting steel frame column as claimed in claim 1, wherein the connecting portion provided on the anchoring plate is a bolt hole, and the connecting portion provided at the other end of the energy dissipation bar material is an external thread.
5. The post-earthquake damage-free self-resetting steel frame column as claimed in claim 1, wherein the energy dissipation bar is a steel bar, a lead bar or a shape memory alloy bar.
6. The post-earthquake damage-free self-resetting steel frame column as claimed in any one of claims 1 to 5, wherein the two ends of the energy dissipation bar are anchoring sections, and the middle part of the energy dissipation bar is a weakening section.
7. The post-earthquake damage-free self-resetting steel frame column as claimed in claim 6, wherein a first partition plate and a first bottom plate are sequentially arranged at the bottom of the column body, a first rib plate is arranged between the first bottom plate and the first partition plate, and the anchoring plate is installed on the first partition plate through bolts.
8. The post-earthquake damage-free self-resetting steel frame column according to claim 7, wherein the column base comprises a second bottom plate, a transverse shoe beam and a vertical shoe beam which are arranged on the second bottom plate, a top plate and a second partition plate which are arranged between the two vertical shoe beams, and a second rib plate which is arranged between the top plate, the second partition plate and the second bottom plate; the first bottom plate of the column body is positioned above the top plate, and the other end of the energy dissipation bar passes through the first bottom plate and the top plate and is installed on the second partition plate through a nut; grooves are arranged at the tops of the two vertical boot beams.
9. The post-earthquake damage-free self-resetting steel frame column according to claim 8, wherein the length of the weakened section is lED≥1.5θl/εuWherein l isEDIn order to weaken the length of the section, theta is the maximum target displacement angle of the energy dissipation bars, l is the distance between the centers of the left and right groups of energy dissipation bars at the outermost side, and epsilonuThe strain value is corresponding to the tensile strength of the energy-consuming bar; the sliding length between the upper end anchoring section and the annular wedge-shaped clamping piece is ls≥2/3εulED(ii) a The diameter of the weakened section is
Wherein D is the net diameter of the lower anchoring section, fyYield strength of the energy-dissipating bar material, fuThe tensile strength of the energy-consuming bar.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202220170098.5U CN216713439U (en) | 2022-01-21 | 2022-01-21 | Post-earthquake nondestructive self-resetting steel frame column |
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| CN202220170098.5U CN216713439U (en) | 2022-01-21 | 2022-01-21 | Post-earthquake nondestructive self-resetting steel frame column |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115142614A (en) * | 2022-07-13 | 2022-10-04 | 中国建筑第八工程局有限公司 | Structural column and construction method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115142614A (en) * | 2022-07-13 | 2022-10-04 | 中国建筑第八工程局有限公司 | Structural column and construction method thereof |
| CN115142614B (en) * | 2022-07-13 | 2023-11-21 | 中国建筑第八工程局有限公司 | Structural column and construction method thereof |
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