CN109296102B - Shear key damping support capable of realizing rigidity degradation and energy consumption - Google Patents
Shear key damping support capable of realizing rigidity degradation and energy consumption Download PDFInfo
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- CN109296102B CN109296102B CN201811338728.XA CN201811338728A CN109296102B CN 109296102 B CN109296102 B CN 109296102B CN 201811338728 A CN201811338728 A CN 201811338728A CN 109296102 B CN109296102 B CN 109296102B
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- 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
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Abstract
The shear key damping support capable of realizing rigidity degradation and energy consumption is provided, the shear key damping support provides lateral rigidity resistance as a common support when the shear key damping support is below a certain axial force, rigidity degradation can be realized when the internal force reaches a certain level, energy can be dissipated by a built-in damper, system conversion of the whole structure is realized, and the ductility of the structure is facilitated. A shear key damping support capable of achieving rigidity degradation and energy consumption is composed of two sections of supports connected through a bolt group and an embedded damper, the two sections of supports are nested with each other, the supports can twist relatively after the bolt group is damaged, and energy consumption is conducted through the damper connected with one section of support. The invention realizes rigidity degradation by shearing bolts, on one hand, changes the basic period of the whole structure so as to reduce the earthquake influence coefficient under short-period earthquake, and on the other hand, the axial compression ratio of the structural column is greatly reduced so as to ensure the ductility of the structural column. The invention has the advantages that the construction form of the integral support section is convenient to transport, the bolt connection form is convenient to install and can be replaced after being damaged, and the requirements of an assembled structure and a toughness structure are met.
Description
Technical Field
The invention belongs to the field of energy dissipation supports for high-rise structures, and particularly relates to a shear key damping support capable of realizing rigidity degradation and energy dissipation.
Background
For high-rise and super high-rise buildings, it is important to control the response of the buildings under various external actions and ensure that indexes such as the displacement angle between the floors, the vertex speed and the like meet the standard requirements so as to ensure the normal use and safety of the structure, so a large number of novel structure systems are widely applied in recent years.
In order to increase the lateral stiffness of the structure in the novel mechanism system, a structural form that the core cylinder and the frame-support structure work together is often used, and the specific gravity of the support in the frame has a great influence on the stiffness of the whole structure, so that the overall performance of the structure can be controlled to a great extent by the design of the support.
At present, the support has various application forms in high-rise and super high-rise structures, for common supports, the side stiffness is provided for the integral structure in the elastic stage, different from the situation that the support is pulled, the instability is caused because the support is likely to deform out of plane when being pressed, at the moment, the bearing capacity of the support is reduced, most materials are still in the elasticity, and the energy consumption capacity of the component is lower. The phenomenon that the tensile and compression properties of the components at the non-linear stage are inconsistent causes that the energy consumption capacity and the bearing capacity of the structure after the yield of the common support are greatly reduced, the ductility of the structure is influenced, the section of the common support is large when the super high-rise structure is designed, and therefore, the buckling is not considered, the rigidity is only provided, and the lateral stiffness resistance of the structure can be increased, but the ductile damage of the whole structure is not facilitated.
The buckling restrained brace which is widely applied in recent years can be applied to large-span structures such as high-rise or middle-low-rise frame structures, net rack reticulated shells and the like and bridge structures, and is suitable for reinforcing and reconstructing new buildings and existing buildings. The buckling restrained brace mainly comprises an inner core component and an outer peripheral component. The core component is generally a low-yield-point high-ductility steel plate or hot-rolled section steel or a combined welding component and directly bears the axial load; the peripheral restraining member mainly bears bending moment caused by lateral deformation of the inner core and does not directly bear axial force. The inner core member and the peripheral restraining member should be spaced apart in the longitudinal and transverse directions and isolated by a non-adhesive material to prevent the inner core from contacting the peripheral restraining member in the longitudinal direction or in the transverse direction due to the poisson effect of the steel material of the inner core when the support is pressed, and the contact will cause the peripheral restraining member to bear partial axial force, so that the peripheral restraining member is damaged in advance or the strength of the inner core exceeds the expected value, and the frame is adversely affected.
The buckling-restrained brace members are more in types, and are divided into 3 types according to the materials of the peripheral restraining members, namely a concrete restraining type, a steel pipe concrete restraining type and an all-steel restraining type; the buckling restrained brace may be divided into an integrated type and an assembled type according to the composition of the peripheral restraining member. The peripheral restraining members of the concrete restraining type buckling restrained brace and the steel pipe concrete restraining type buckling restrained brace are generally integral, the workload of concrete on-site wet operation is large, the precision between the concrete and the core steel plate is difficult to control, and if a large-tonnage and ultra-long buckling restrained brace is required to be designed in engineering, the integral buckling restrained brace is adopted, so that great difficulty is brought to transportation and installation. Peripheral restraint component of assembled buckling restrained brace passes through the bolt assembly by shaped steel or steel sheet and constitutes usually, and the precision is easy to control, and on-the-spot simple to operate only needs to follow the kernel of trading the yield after the earthquake, and peripheral restraint component can realize reuse to shaped steel and steel sheet low price, the form is also various.
The current buckling restrained brace has the advantages that the bearing capacity is not reduced or is reduced a little, the steel plasticity is used for dissipating energy, and the requirement of assembly type construction can be met by changing the connection mode of the components. However, the existence of the support can cause the internal distribution of the structural member to be mainly axial force, the axial compression ratio of the frame columns in the frame-support structure is improved compared with that of the frame structure, and the larger axial compression ratio is not favorable for structural ductility. For the frame-support structure with the buckling-restrained brace, as the axial bearing capacity of the buckling-restrained brace is not degraded, the axial pressure of the frame column is high, materials can be fully utilized in the elastic or nonlinear weak stage in the stress mode, but under the extremely rare earthquake action, the frame column can be earlier subjected to yielding and damage due to the high axial pressure ratio, the bearing capacity of the frame column can be faster to reduce, the ductility of the vertical component is seriously influenced, the ductility of the whole structure is not favorable, and finally the early collapse of the whole structure can be caused.
Viscous liquid dampers have become an option in order to dissipate the energy from external influences without changing the stiffness of the structure itself. The viscous liquid damper is characterized in that the built-in liquid has no calculable rigidity, does not influence the structural mode and the original design, and can simply increase the structural damping; the hysteresis curve is elliptic, so that the stress of the damper is zero in the state of maximum displacement, and the stress is maximum under the condition of zero displacement, and the axial force of other components is controlled; can be repeatedly used under the action of earthquake and strong wind; by adopting the advanced technology, the service life can be ensured. However, the viscous liquid damper may move under the external action of a low frequency due to the characteristics of the built-in liquid but hardly provides a damping force, so that it has been proposed to add a wind limiting device or a fusing device to the damper, to make the support work like a normal support under the action of wind load or small vibration by using a frictional force or a safety piece, and then to exert the damper function, which is called a limit damper.
The existing limiting damper is complex in structure and inconvenient to install on site, can provide small bearing capacity, and can only provide rigidity under wind load or small earthquake. The shear key damping support capable of realizing rigidity degradation and energy consumption is characterized in that a viscous liquid damper is arranged in the shear key support which is assembled in a segmented mode, the shear key damping support plays a role in providing lateral rigidity in the case of rare earthquakes and below as well as normal supports, the shear key damping support plays a role in damping when the shear key is damaged in the case of extremely rare earthquakes and above, system transformation of a structural system under the action of the extremely rare earthquakes can be achieved, integral response of a control structure is achieved, and the ductility of a frame column with a large bottom axial pressure is guaranteed.
The invention content is as follows:
the invention provides a supporting structure with rigidity degradation capability on the basis of the existing common support, anti-buckling support and limiter damping support, which provides lateral rigidity resistance as the common support when the axial force is lower than a certain value, can realize rigidity degradation when the internal force reaches a certain level and can dissipate energy by using a built-in damper, thereby realizing system conversion of the whole structure under the extremely rare earthquakes and being beneficial to the ductility of the structure.
The shear key damping support capable of realizing rigidity degradation and energy consumption comprises two sections of supports connected by a bolt group and a built-in damper, wherein the two sections of supports are nested with each other, can twist relatively after the bolt group is damaged, and consumes energy by the damper connected with one section of the supports.
The invention realizes rigidity degradation by shearing bolts, changes the basic period of the whole structure on one hand so as to reduce the earthquake influence coefficient under short-period earthquake, greatly reduces the axial-compression ratio of the structural column on the other hand, reduces the stress of the whole section of the column, and can enter the yielding and degradation stages later under the horizontal external action so as to ensure the ductility of the column.
The invention provides a shear key damping support capable of realizing rigidity degradation and energy consumption, which comprises: the outer sleeve is used for restraining and supporting, the embedded sliding support is used for supporting, and the embedded damper is used for damping.
According to the shear key damping support provided by the invention, one sections of the outer sleeve constraint support and the embedded sliding support are respectively connected or welded with the beam column node bolt of the structure, the superposed positions are mutually nested and connected by the shear key bolt group, one end of the embedded damper is connected or welded with the embedded sliding support by the bolt, and the other end of the embedded damper is connected with the outer sleeve constraint support at the beam column node by the common node.
The preferable scheme is that the supporting length of the outer sleeve constraint support is larger than half of the supporting whole, the supporting material is a box-shaped steel pipe, one end of the box-shaped steel pipe is connected or welded with the end plate through bolts, and the end plate is connected with the beam-column joint.
The preferable scheme is that the supporting length of the embedded sliding support is larger than half of the supporting whole, the supporting material is I-shaped steel, one end of the supporting material is connected or welded with the end plate through a bolt, and the end plate is connected with the beam column node.
The preferable scheme is that the box-type steel pipe used by the outer sleeve for restraining and supporting is provided with holes at one end which is not connected with the beam-column joint, the positions of the holes are two opposite surfaces, and the holes are distributed in two rows along the axial direction of the steel pipe.
The height of the I-shaped steel for the embedded sliding support is equal to the height of the inner edge of the box-type steel pipe, the width of the flange of the I-shaped steel is slightly smaller than the width of the inner edge of the box-type steel pipe so as to prevent steel from deforming and blocking sliding, the I-shaped steel is provided with a hole at one end which is not connected with a beam column node, the positions of the holes are four flanges of the I-shaped steel and are distributed along the I-shaped steel, and the distance of the holes in the width direction along the flanges is equal to the distance of the holes in the width direction along the.
The preferable scheme is that the hole spacing between the box-shaped steel pipe and the I-shaped steel is not too large, otherwise the shear key bolt group is sparsely arranged, and the shear key bolt group is possibly damaged successively due to uneven stress among the bolt groups, so that the ultimate bearing capacity of the shear key bolt group is smaller than the designed value.
Preferably, the damper type of the embedded damper is a velocity-dependent viscous liquid damper.
Preferably, the bolt material of the shear key bolt group is aluminum alloy and consists of a screw and a nut, the diameter of the screw is the same as that of the holes in the box-shaped steel pipe and the I-shaped steel, and the bolt is fixed after the holes in the box-shaped steel pipe and the I-shaped steel are overlapped.
Preferably, the limit shearing bearing capacity of the shear key bolt group is lower than the instability bearing capacity of the outer sleeve constraint support or the embedded sliding support.
The invention has the advantages that the construction form of the integral support section is convenient to transport, the bolt connection form is convenient to install and can be replaced after being damaged, and the requirements of an assembled structure and a toughness structure are met.
In summary, the beneficial effects of the invention compared with the prior art include:
the shear key damping support capable of realizing rigidity degradation and energy consumption can play a role of providing lateral rigidity under the external action below the extremely rare earthquake, realize rigidity degradation under the external action of the extremely rare earthquake and above, change the self-vibration period of the structure, consume energy by the damper and form a plurality of defense lines; compared with the buckling-restrained brace, the axial compression ratio of the frame column can be reduced under the action of larger external force, and the ductility of the column is ensured; the support is integrally divided into a plurality of sections which are connected by bolts, so that the support is convenient to transport after being manufactured in a factory and is simple and convenient to install on site; the shear key bolt group can be replaced after the function is played, so that the whole support is restored to the initial state and can be repeatedly used, and the concept of a toughness structure is met.
Description of the drawings:
FIG. 1 is an installation diagram of the structure of the invention, wherein 1-1 is an outer sleeve constraint support, 1-2 is an assembly of an embedded sliding support and an embedded damper, 1-3 is a shear key bolt, and 1-4 is a shear key damping support. The installation sequence and method are as follows: the embedded sliding support is connected or welded with the embedded damper through a bolt, one end of the embedded damper is connected with the connecting end plate, a shear key bolt is installed after the opening of the outer sleeve constraint support and the opening of the embedded sliding support coincide, and the other end of the outer sleeve constraint support is connected with the embedded damper at the same connecting end plate.
FIG. 2 is the relative position of the bolt arrangement and the cross section of the present invention, 2-1 is a front view, 2-2 is a top view, and 2-3 is a cross section.
FIG. 3 is a force-displacement curve of monotonic static loading of a shear key damping support.
Fig. 4 is a structural layout diagram.
FIG. 5 is a comparison of the bearing capacity of the bottom of the frame column, where 5-1 is column bottom shear and 5-2 is column bottom bending moment.
Fig. 6 is a graph showing the development of compressive damage to the bottom of a frame post.
Detailed Description
The invention is explained below by way of examples and figures. The present embodiment is a preferred embodiment of the present invention, and any other principles and basic structures or implementation methods which are the same as or similar to those of the present embodiment are within the protection scope of the present invention.
Example one
As shown in fig. 1, a shear key damping support capable of realizing rigidity degradation and energy consumption is characterized in that: the method comprises the following steps: the outer sleeve is used for restraining and supporting, the embedded sliding support is used for supporting, and the embedded damper is used for damping. One sections of the outer sleeve constraint support and the embedded sliding support are respectively connected or welded with beam column joint bolts of the structure, the overlapped parts are mutually nested and connected by a shear key bolt group, one end of the embedded damper is connected or welded with the embedded sliding support by a bolt, and the other end of the embedded damper is connected with the common joint of the outer sleeve constraint support at the beam column joint.
Example two
In the technical scheme of the first embodiment, as shown in fig. 2, the box-type steel pipe used by the outer sleeve for restraining and supporting is provided with holes at one end which is not connected with the beam-column joint, the positions of the holes are two opposite surfaces, and the holes are distributed in two rows along the axial direction of the steel pipe. The height of the embedded sliding support used I-shaped steel is the same as the height of the inner edge of the box-shaped steel pipe, the width of the flange of the I-shaped steel is slightly smaller than that of the inner edge of the box-shaped steel pipe so as to prevent steel from deforming and blocking sliding, the I-shaped steel is perforated at one end which is not connected with a beam column node, the positions of the openings are four flanges of the I-shaped steel, the openings are distributed along the I-shaped steel, and the distance of the openings in the width direction along the flange is the same as that of the openings.
In order to realize shear key bolt group shear failure and replace the shear key bolt group, the outer sleeve constraint support and the embedded sliding support cannot generate plastic deformation, the shear key bolt group material adopts aluminum alloy with lower strength, and the support section adopts Q390 steel.
In order to prevent the outer sleeve from restricting the end part of the support to be sheared off by the bolt, the distance between the bolt at the outermost side and the edge of the box type steel pipe is reserved by 300 mm. In order to prevent the shear bearing capacity of the shear key bolt group from having a non-negligible deviation from a design value due to uneven stress, the distance between each row of shear key bolts is 240mm, and fig. 2 illustrates the arrangement manner of the shear key bolts by taking the case of 4 rows of shear key bolts as an example. The support and the plurality of rows of shear key bolts are subjected to monotonic static loading by finite element software to obtain a force-displacement curve as shown in figure 3, and the purpose of degrading the rigidity and the bearing capacity due to the shear key fracture can be seen.
EXAMPLE III
Comparing the frame-shear key damping support structure applied with the technical scheme of the second embodiment with the frame-buckling restrained support structure not applied with the invention, the structural arrangement is as shown in fig. 4, and the shear key damping support or buckling restrained support is applied to the two-layer steel reinforced concrete giant frame structure. One layer of the giant frame is 42 meters, the structure is 84 meters high, the section size of the frame column is 2000 multiplied by 2000mm, and the steel content is 5%; the section size of the frame beam is 1000 multiplied by 2000mm, and the steel content is 2.15%. All the steel materials are Q390, and all the concrete labels are C60.
The structure is subjected to unidirectional static horizontal loading, the internal force at the bottom of the frame column and the concrete compression damage development at the bottom of the compression column are extracted, and compared with a frame-buckling-restrained brace structure which is not applied with the structure, the shear force, bending moment and concrete compression damage factor development are shown in figures 5-6. The invention can realize the degradation of rigidity and bearing capacity, so that the axial compression ratio of the frame column is reduced, the stress level of the whole section of the column is reduced, the side-resistant bearing capacity of the frame column is finally degraded later, the compression damage of concrete is obviously reduced, and the purposes of protecting main vertical members of the structure and ensuring the ductile damage of the structure are achieved.
The present examples illustrate specific applications of the structures of the present invention in a few specific contexts, as other embodiments, configurations, and methods of use of the invention exist. Such as the cross-sectional shapes of the outer-sleeve constraint support and the embedded sliding support, the arrangement mode of the shear key bolt group, the material selection of the shear key bolt, and the like, but not limited thereto.
Claims (2)
1. The utility model provides a can realize rigidity degradation and power consumption's shear connector damping support which characterized in that: the method comprises the following steps: the outer sleeve constraint support, the embedded sliding support and the embedded damper are composed of three parts, the support material of the outer sleeve constraint support is a box-shaped steel pipe, the support material of the embedded sliding support is I-shaped steel, the damper type of the embedded damper is viscous liquid damping of speed correlation type, the height of the I-shaped steel is the same as that of the inner edge of the box-type steel pipe, the width of the flange of the I-shaped steel is slightly smaller than that of the inner edge of the box-type steel pipe so as to prevent steel from deforming and blocking sliding, one end of the embedded sliding support is in bolted connection or welded connection with a beam column node, the overlapped part of the embedded sliding support and the outer sleeve constraint support is mutually nested and is connected with the end close to the beam column node through a shear key bolt group, one end of the embedded damper is in bolted connection or welded connection with the other end of the embedded sliding support, and the other end of the embedded damper is in joint connection with the other end of the;
the box-type steel pipe is provided with holes at one end which is not connected with the beam column node, the positions of the holes are opposite to each other of the box-type steel pipe, and the holes are distributed in two rows along the axial direction of the box-type steel pipe;
the I-shaped steel is provided with a hole at one end which is not connected with a beam column joint, the positions of the holes are four flanges of the I-shaped steel and are distributed along the four flanges of the I-shaped steel, and the distance of the holes along the width direction of the flanges is the same as that of the holes on the box-shaped steel pipe along the width direction;
the bolt material of the shear key bolt group is aluminum alloy, and consists of a screw and a nut, the diameter of the screw is the same as that of the holes on the box-shaped steel pipe and the I-shaped steel, and the bolt is fixed after the box-shaped steel pipe and the I-shaped steel are overlapped; the limit shearing bearing capacity of the shear key bolt group is lower than the instability bearing capacity of the outer sleeve constraint support or the embedded sliding support.
2. The shear key damping support of claim 1, wherein the length of the embedded sliding support is greater than half of the support as a whole.
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| CN201811338728.XA CN109296102B (en) | 2018-11-12 | 2018-11-12 | Shear key damping support capable of realizing rigidity degradation and energy consumption |
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| CN101525911B (en) * | 2009-04-07 | 2011-04-27 | 同济大学 | Sleeve dissipative element with shear key |
| CN103938750B (en) * | 2014-04-08 | 2016-06-15 | 同济大学 | Energy dissipation brace damping device |
| CN204163223U (en) * | 2014-04-22 | 2015-02-18 | 中国电子工程设计院 | The anti-buckling support of triple round steel pipe |
| CN204491880U (en) * | 2014-12-29 | 2015-07-22 | 昆明理工大学 | A kind of buckling restrained brace that rigidity and damping are provided |
| CN204570981U (en) * | 2015-03-01 | 2015-08-19 | 北京工业大学 | The anti-buckling support of viscous consuming type |
| CN104989002B (en) * | 2015-07-14 | 2017-06-13 | 云南震安减震科技股份有限公司 | Linear steel plate and rubber laminated combined buckling restrained brace |
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