CN115748986A - Adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation - Google Patents
Adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation Download PDFInfo
- Publication number
- CN115748986A CN115748986A CN202211386313.6A CN202211386313A CN115748986A CN 115748986 A CN115748986 A CN 115748986A CN 202211386313 A CN202211386313 A CN 202211386313A CN 115748986 A CN115748986 A CN 115748986A
- Authority
- CN
- China
- Prior art keywords
- shaped
- prefabricated
- diamond
- vibration isolation
- precast
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Vibration Prevention Devices (AREA)
Abstract
The utility model provides an adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation, relates to building engineering shock attenuation vibration isolation technical field, including prefabricated post, prefabricated beam, prefabricated floor, dark bracket, thick-layer rubber support, friction pendulum, the vertical stop device of glutinous elasticity, the crooked power consumption diamond-shaped hole steel sheet of U-shaped. The invention combines and applies vibration isolation, dynamic vibration absorption and energy dissipation and shock absorption mechanisms and combines the replaceable technology and other technologies to realize the multi-stage anti-seismic toughness target of the building structure under different fortification levels. Under the conditions of high intensity to low intensity, the structure can have the capability of recovering the use function from the use function immediately to the use function quickly, and under the action of extremely low earthquake, the integrity of the building is preferentially ensured, so that the collapse is avoided, the life safety is protected, the damage is still limited to the replaceable energy consumption component, and the structural component is in a state of being easier to repair or repairable.
Description
Technical Field
The invention belongs to the technical field of shock absorption and vibration isolation of constructional engineering, and particularly relates to an assembled concrete frame structure adopting vibration isolation and damping double-control beam column nodes.
Background
The building structure is subjected to ambient vibrations throughout its life cycle, which accompany it, and to seismic events, which occur with little probability throughout its life cycle as a contingent event. However, both have a serious impact on the functionality and safety of the building. For example, environmental vibration caused by rail transit (subways, viaducts, etc.) has become an important factor affecting the quality of residential environments, which causes structural vibration of the ground to severely reduce the comfort of surrounding residential buildings. Meanwhile, although the occurrence probability of an earthquake is low, once the earthquake occurs, serious consequences can be caused, the normal use function of the building structure is influenced, and the safety of the structure is reduced. According to the recoverable function shockproof concept or the shockproof toughness design concept, the currently proposed fabricated concrete frame structure adopts technologies of swinging, self-resetting, energy consumption, replaceability and the like, and the shockproof toughness level of the fabricated concrete frame structure is improved to a certain extent. However, this type of frame structure only controls the response caused by earthquakes, but ignores the control of the ambient vibration response. On the other hand, the environmental vibration of the building structure is mainly solved by a vertical vibration isolation technical scheme, but practical engineering application and field detection show that the frequency bands influencing the structural comfort are mainly low frequency bands (1 Hz-20 Hz), and the frequency bands can not be effectively solved by adopting the integral substrate vertical vibration isolation at present. Furthermore, to achieve lower frequency isolation, the structure must be located at a lower frequency band, which results in a greater vertical displacement, severely affecting the safety of the structure in horizontal seismic applications. In addition, the performance of the novel three-dimensional shock insulation support is still to be verified at present, and more researches are needed when the novel three-dimensional shock insulation support is applied to engineering practice. Therefore, the problems of comfort caused by environmental vibration of the building structure and quick recovery after earthquake facing to the anti-seismic toughness design need to be solved urgently, and the influence of the environmental vibration and the seismic vibration on the applicability and the safety of the structure is controlled at the same time.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention discloses an assembly type concrete frame structure adopting vibration isolation and damping double-control beam-column nodes, which realizes environmental vibration control in a normal use scene and structural response control in an earthquake occurrence scene, and further improves the comfort and the safety of a building structure.
In order to achieve the purpose, the technical scheme of the invention is as follows:
the utility model provides an adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation, includes prefabricated post, precast beam, prefabricated floor, dark bracket, still includes:
thick layer rubber support: the thick-layer rubber support is arranged between the prefabricated beam and the hidden bracket and forms a first vibration isolation structure which is used for isolating the environmental vibration from low frequency to high frequency transmitted by the prefabricated column;
friction pendulum: the friction pendulum is arranged between the thick-layer rubber support and the dark bracket and is used for starting energy consumption under the action of severe earthquake, so that the instant recovery of the structural deformation under the small earthquake is realized;
vertical stop device of viscoelasticity: the viscoelastic vertical limiting device is connected with the hidden bracket and the precast beam from the side and is used for matching with the friction pendulum to start second-order enhanced energy consumption under the action of a fortification intensity earthquake, and when the second-order enhanced energy consumption is carried out, the viscoelastic vertical limiting device and the precast floor slab form a TMD damping structure, and damage is concentrated on the viscoelastic vertical limiting device;
u-shaped bent energy-consumption diamond-shaped hole steel plate: the U-shaped bending energy-consumption diamond-shaped hole steel plate is connected with the hidden corbel and the prefabricated beam through the side face and the bottom and used for starting third-order enhancement energy consumption under the action of rare-encountering intensity earthquake, and in the third-order enhancement energy consumption, damage is concentrated on the vertical limiting device with viscoelasticity and the U-shaped bending energy-consumption diamond-shaped hole steel plate.
Preferably, the both ends bottom of precast beam set up the overlap joint groove of L shape respectively, the top of dark bracket be equipped with pre-buried steel sheet, pre-buried steel sheet and the bottom fixed connection of friction pendulum, the top of friction pendulum and the horizontal segment lower surface fixed connection in overlap joint groove.
Preferably, the horizontal segment be equipped with the logical groove that link up precast floor upper surface, thick layer rubber support locate logical inslot, and the bottom of thick layer rubber support and the top joint of friction pendulum, the top and the precast floor fixed connection of thick layer rubber support.
Preferably, vertical stop device of viscoelasticity includes upper plate and hypoplastron, the upper plate on seted up the circular port to through the first bolt that passes the circular port and the side fixed connection of precast beam tip, the hypoplastron on seted up first elliptical hole, wear to be equipped with spacing pin in the first elliptical hole, spacing pin and the side fixed connection of dark bracket, the length through setting up first elliptical hole is injectd the vertical stop device of viscoelasticity and is participated the opportunity that the friction pendulum carries out the second order reinforcing and consume energy in coordination, upper plate and hypoplastron between be equipped with vertical locking card strip, the hypoplastron have 2, the upper portion centre gripping of 2 hypoplastrons in the both sides of upper plate lower part, vertical locking card strip along the level set up in both sides, one end and upper plate welded fastening, the other end and predetermine at the inboard surface of hypoplastron and along the spout sliding connection of level setting, it has glutinous elastic material to fill between upper plate lower part and hypoplastron upper portion.
Preferably, the U-shaped bent energy-consumption diamond-shaped hole steel plate comprises a T-shaped connecting section, diamond-shaped metal steel plates and a cover plate, wherein second elliptical holes are formed in 2 wing plates of the T-shaped connecting section, a plurality of diamond-shaped holes are formed in the diamond-shaped metal steel plates, the 2 wing plates of the T-shaped connecting section are respectively clamped between the lower portions of the 2 lower plates on two sides, the second elliptical holes are opposite to the first elliptical holes one by one and commonly penetrate through limit pins, the length of each second elliptical hole is greater than that of each first elliptical hole, and the time for the U-shaped bent energy-consumption diamond-shaped hole steel plate to participate in third-order energy consumption enhancement is limited by setting the length of each second elliptical hole; the web plate of the T-shaped connecting section is attached to the lower surface of the hidden bracket and extends to one side of the lower surface of the precast beam, embedded pins are arranged on the lower surface of the hidden bracket and the lower surface of the precast beam respectively, third elliptical holes are formed in the web plate along the length direction of the hidden bracket and the precast beam, the embedded pins penetrate through the third elliptical holes, the distances between the embedded pins at two ends and the end parts of the corresponding third elliptical holes are the same, the set distance is kept between the embedded pins and the end parts of the third elliptical holes by setting the length of the third elliptical holes, and the U-shaped bent energy-consumption diamond-shaped hole steel plate is promoted to be kept connected between the hidden bracket and the precast beam under the condition of rare earthquakes or stronger earthquakes, namely after the second elliptical holes are damaged, the third elliptical holes still keep the connection between the hidden bracket and the precast beam; rhombus metal sheet pass through 2 sides of second bolt fixed connection in the relative precast beam of dark bracket tip, the apron be located pterygoid lamina and rhombus metal sheet's the outside to connect pterygoid lamina and rhombus metal sheet as a whole through the third bolt.
Preferably, elastic fillers are arranged between the end parts of the vertical section and the dark bracket of the lap joint groove and between the end part of the precast beam where one end of the horizontal section is far away from the vertical section and the precast column, and the elastic fillers form a second vibration isolation structure between the precast floor slab, the precast beam and the precast column and form a third vibration isolation structure between the precast beam and the dark bracket and between the precast beam and the friction pendulum.
Preferably, the outer surface of the wing plate is provided with a rubber interlayer, and the rubber interlayer is provided with lubricating oil.
Preferably, the precast beam and the precast floor slab are of an integral structure, and the frequency range of the environmental vibration from low frequency to high frequency is 1 Hz-20 Hz.
The assembled concrete frame structure adopting the vibration isolation and damping double-control beam column node has the beneficial effects that:
1. the assembled concrete frame structure adopting the vibration isolation and damping double-control node simultaneously controls the environmental vibration in a normal use scene and the vibration response in an earthquake scene, meets the requirements of comfort level, anti-seismic toughness and safety, and improves the cost benefit of the building structure in the whole life cycle.
2. The invention combines and applies vibration isolation, dynamic vibration absorption and energy dissipation and shock absorption mechanisms and combines the replaceable technology and other technologies to realize the multi-stage anti-seismic toughness target of the building structure under different fortification levels. Under the conditions of high intensity to low intensity, the structure can have the capability of recovering the use function from the use function immediately to the use function quickly, and under the action of extremely low earthquake, the integrity of the building is preferentially ensured, so that the collapse is avoided, the life safety is protected, the damage is still limited to the replaceable energy consumption component, and the structural component is in a state of being easier to repair or repairable.
3. The thick-layer rubber shock-insulation support, the friction pendulum, the viscoelastic vertical limiting device, the U-shaped bent energy-consumption rhombic hole steel plate and the like used in the invention can be used after being slightly modified on the basis of the existing mature products, and the thick-layer rubber shock-insulation support is economical, convenient, easy to obtain and low in replacement and maintenance cost.
Drawings
FIG. 1 is a schematic cross-sectional view of the present invention;
FIG. 2 is a schematic front view of the present invention;
FIG. 3 isbase:Sub>A schematic sectional view of the direction A-A of the present invention
FIG. 4 is a schematic cross-sectional view of a friction pendulum of the present invention;
FIG. 5 is a schematic perspective view of the viscoelastic vertical spacing device of the present invention;
FIG. 6 is a schematic sectional view in the direction B-B of the present invention;
FIG. 7 is a schematic view of a U-shaped bending energy-dissipating diamond-shaped hole steel plate according to the present invention;
FIG. 8 is a schematic view of the expansion of a T-shaped section of the U-shaped bending energy-consumption rhombic hole steel plate;
FIG. 9 is a schematic cross-sectional view in the direction C-C of the present invention;
FIG. 10 is a schematic cross-sectional structural diagram of the multi-span node arrangement of the present invention;
FIG. 11 is a schematic view of a front view structure of a multi-span node arrangement of the present invention;
FIG. 12 is a floor plan of the present invention;
FIG. 13 is a plan partial detail view of the present invention;
1. prefabricating a column; 2. prefabricating a beam; 3. prefabricating a floor slab; 4. a dark corbel; 5. a thick layer rubber support; 6. rubbing the pendulum; 6-1, a top plate; 6-2, a bottom plate; 6-3, a limiting ring; 6-4, sliding head; 6-5, friction material; 6-6, sealing material; 7. an elastic filler; 8. a viscoelastic vertical limiting device; 8-1, upper plate; 8-2, a lower plate; 8-3, round holes; 8-4, a first elliptical hole; 8-5, vertically locking the clamping strip; 8-6, viscoelastic material; 8-7, a chute; 9. u-shaped bent energy-consumption diamond-shaped hole steel plates; 9-1, a second elliptical hole; 9-2, diamond metal steel plates; 9-2-1, diamond-shaped holes; 9-2-2, third bolt hole; 9-2-3, a fourth bolt hole; 9-3 parts of a rubber interlayer; 9-4, a cover plate; 9-4-1, a first bolt hole; 9-4-2, a second bolt hole; 9-5, T-shaped connecting sections; 9-5-1, wing plate; 9-5-2, a web; 9-5-3, third elliptical hole; 10. a limit pin; 11. a floor slab connector; 12. a through groove.
Detailed Description
The following description is only exemplary of the present invention and should not be construed as limiting the scope of the present invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention should be included in the scope of the present invention.
In the initial embodiment, as shown in fig. 1 to 13, the fabricated concrete frame structure using vibration isolation and damping double-control beam-column joints according to the present invention includes a precast column 1, a precast beam 2, a precast floor slab 3, a dark bracket 4, and further includes:
thick-layer rubber support 5: the thick-layer rubber support 5 is arranged between the prefabricated beam and the hidden bracket and forms a first vibration isolation structure which is used for isolating the environmental vibration from low frequency to high frequency transmitted by the prefabricated column; as shown in fig. 3, the connection diagram of the thick-layer rubber support 5 is shown, the thick-layer rubber support 5 can be a finished product on the market or be customized and modified, the vertical rigidity of the thick-layer rubber support 5 is smaller than that of the traditional laminated rubber due to the thicker rubber layer, and the thick-layer rubber support has a larger adjustment space, so that a better vibration isolation effect can be realized in a wider frequency band;
the friction pendulum 6: the friction pendulum 6 is arranged between the thick-layer rubber support 5 and the dark bracket and is used for starting energy consumption under the action of a high intensity earthquake to realize the instant recovery of the structural deformation under a small earthquake; as shown in fig. 4, which is a schematic cross-sectional view of the friction pendulum 6, a top plate 6-1 is connected with a thick-layer rubber support 5, a bottom plate 6-2 is connected with a pre-embedded steel plate at the top of a hidden bracket 4, and a limiting ring 6-3 is used for limiting the horizontal movement deformation range of the friction pendulum, and the specific principle is as follows: the sliding block 6-4 slides on the surface of the friction material 6-5, when the sliding displacement is too large, the sliding block 6-4 can touch the limiting ring 6-3, the limiting ring can control the movement range of the sliding block 6-4 in a groove surrounded by the limiting ring to play a role in limiting protection, and the deformation size of the limiting ring 6-3 can be controlled by changing the position of the limiting ring; the friction pendulum 6 can be selected from a commercial product;
viscoelastic vertical limiting device 8: the vertical stop device of viscoelastic nature 8 edgewise connects dark bracket and precast beam to be used for cooperating friction pendulum 6 to start the second order reinforcing under the intensity seismic action of seting up defences and consume energy, during the second order reinforcing consumes energy, the vertical stop device of viscoelastic nature 8 constitutes TMD damping structure, the explanation of TMD damping structure with precast floor slab: the prefabricated floor slab and the floor mass formed by the floor mass and the viscoelastic vertical limiting device 8 form a Tuned Mass Damper (TMD), the energy input under the action of the horizontal earthquake is transferred to the viscoelastic vertical limiting device 8 to be dissipated through the dynamic vibration absorption principle, and the damage is concentrated on the viscoelastic vertical limiting device 8;
u-shaped bending energy-consumption diamond-shaped hole steel plate 9: the U-shaped bending energy-consumption diamond-shaped hole steel plate 9 is connected with the dark bracket and the prefabricated beam through the side face and the bottom, and is used for starting three-order enhancement energy consumption under the action of rare intensity earthquakes, and in the three-order enhancement energy consumption, damage is concentrated on the vertical viscous elastic limiting device 8 and the U-shaped bending energy-consumption diamond-shaped hole steel plate 9.
In a further embodiment, as shown in fig. 1 and 2, the bottom of each of the two ends of the precast beam 2 is provided with an L-shaped lap joint groove, the top end of the hidden bracket 4 is provided with an embedded steel plate, the embedded steel plate is fixedly connected with the bottom end of the friction pendulum 6, and the top end of the friction pendulum 6 is fixedly connected with the lower surface of the horizontal section of the lap joint groove.
In a further embodiment, as shown in fig. 1 and 3, the horizontal section is provided with a through groove 12 penetrating through the upper surface of the precast floor slab 3, the thick-layer rubber support 5 is arranged in the through groove 12, the bottom end of the thick-layer rubber support 5 is clamped with the top end of the friction pendulum 6, and the top end of the thick-layer rubber support 5 is fixedly connected with the precast floor slab 3.
In a further embodiment, as shown in fig. 2, 5 and 6, the viscoelastic vertical limiting device 8 comprises an upper plate 8-1 and a lower plate 8-2, the upper plate 8-1 is provided with a circular hole 8-3 and is fixedly connected with the side surface of the end of the precast beam through a first bolt penetrating through the circular hole, the lower plate 8-2 is provided with a first elliptical hole 8-4, a limiting pin 10 penetrates through the first elliptical hole 8-4, the limiting pin 10 is fixedly connected with the side surface of the hidden corbel, the length of the first elliptical hole 8-4 is used for limiting the opportunity for the viscoelastic vertical limiting device 8 to participate in the second-order enhanced energy consumption of the friction pendulum 6, a vertical locking clamping strip 8-5 is arranged between the upper plate and the lower plate, the lower plate 8-2 is provided with 2 lower plates, the upper portions of the 2 are clamped on two sides of the lower portion of the upper plate, the vertical locking clamping strips 8-5 are horizontally arranged on two sides of the lower portion of the upper plate, one end of the vertical locking clamping strips is welded and fixed with the upper plate, the other end of the inner surface of the lower plate is connected with the inner surface of the lower plate in a sliding way, and the upper portion of the lower plate is filled with a material 8-2. The vertical locking clamping strip 8-5 is used for limiting the relative movement between the upper plate and the lower plate in the horizontal direction.
In a further embodiment, as shown in fig. 2, 7, 8 and 9, the U-shaped bending energy-consuming diamond-shaped hole steel plate 9 comprises a T-shaped connecting section 9-5, a diamond-shaped metal steel plate 9-2 and a cover plate 9-4, wherein 2 wing plates 9-5-1 of the T-shaped connecting section 9-5 are provided with second elliptical holes 9-1, the diamond-shaped metal steel plate 9-2 is provided with a plurality of diamond-shaped holes 9-2-1, the 2 wing plates of the T-shaped connecting section 9-5 are respectively clamped between the lower parts of the 2 lower plates at two sides, the second elliptical holes 9-1 are opposite to the first elliptical holes 8-4 one by one and commonly penetrate through limit pins 10, the length of the second elliptical holes is greater than that of the first elliptical holes, and the U-shaped bending energy-consuming diamond-shaped holes 9 are limited by the length of the second elliptical holes to participate in the third-order energy-consuming time of enhancing; the web plate 9-5-2 of the T-shaped connecting section 9-5 is attached to the lower surface of the hidden bracket and extends to one side of the lower surface of the precast beam, embedded pins are respectively arranged on the lower surface of the hidden bracket and the lower surface of the precast beam, third elliptical holes 9-5-3 are formed in the web plate 9-5-2 along the length direction of the hidden bracket and the precast beam, the embedded pins penetrate through the third elliptical holes 9-5-3, the distances between the embedded pins at the two ends and the end parts of the corresponding third elliptical holes are the same, the embedded pins and the end parts of the third elliptical holes are kept at a set distance by setting the length of the third elliptical holes, the U-shaped bent energy-consumption diamond hole steel plate 9 is promoted to be connected between the hidden bracket and the precast beam under the condition that a rare earthquake or a stronger earthquake occurs, namely, after the second elliptical holes are damaged, the third elliptical holes still enable the hidden bracket to be connected with the precast beam; the rhombic metal steel plates 9-2 are fixedly connected to 2 side faces of the precast beam opposite to the end part of the hidden bracket through second bolts, the cover plates 9-4 are positioned on the outer sides of the wing plates and the rhombic metal steel plates 9-2, and the wing plates and the rhombic metal steel plates 9-2 are connected into a whole through third bolts.
In a further embodiment, as shown in fig. 1 and 2, elastic fillers 7 are respectively arranged between the vertical section of the lap joint groove and the end of the hidden corbel and between the end of the precast beam where the end of the horizontal section far away from the vertical section is located and the precast column, and the elastic fillers 7 form a second vibration isolation structure among the precast floor slab, the precast beam and the precast column and form a third vibration isolation structure among the precast beam, the hidden corbel and the friction pendulum 6.
In a further embodiment, as shown in fig. 1, 2 and 7, the outer surface of the wing plate is provided with a rubber interlayer 9-3, and the rubber interlayer is provided with lubricating oil, so that the vibration isolation effect is realized and the friction resistance is reduced.
In a further embodiment, as shown in fig. 1 and 2, the precast beam 2 and the precast floor slab 3 are of a unitary structure, and the frequency range of the environmental vibration from the low frequency to the high frequency is 1Hz to 20Hz. The prefabricated floor slab and the prefabricated beam are integrally connected, so that floor slab damage caused by horizontal deformation in the self-resetting structure is avoided. The risk of local collapse of the floor slab is avoided by the precast beams and the precast slabs integrally. In addition, the construction process is simpler.
The specific working principle of the invention is as follows:
the building structure is mainly a normal use scene and an earthquake occurrence scene in the whole life cycle, wherein the normal use scene comprises environmental vibration, and the two effects exist in the whole life cycle of the building structure. The earthquake action has different probability in the whole life cycle of the building structure according to the intensity, and the current standard mainly considers the intensity of the earthquake which is frequently encountered, the intensity of fortification, the intensity of rare occurrence and the intensity of extremely rare occurrence.
Under the normal use scene, the comfort level problem that the vertical vibration of building floor caused that mainly is environmental vibrations such as track traffic, overpass lead to. The invention connects the floor slab to the precast beam according to the traditional assembling construction mode, and the precast beam is connected with the precast column through the thick-layer rubber support arranged on the precast column. Thus, the floor assembly consisting of the floor slab and the precast beam is integrally placed on the thick-layer rubber support, and vertical vibration isolation is carried out through the thick-layer rubber support, so that the environmental vibration (1 Hz-20 Hz) from low frequency to high frequency transmitted by the precast column can be isolated. This will improve the living comfort to a large extent.
Under the earthquake occurrence scene, a thick-layer rubber shock insulation pad, a friction pendulum, a viscoelastic vertical limiting device and a U-shaped bent energy-consumption rhombic hole steel plate form a multistage working mechanism under different earthquake intensities. Under the action of a frequent earthquake with intensity, the friction pendulum support is started to consume energy, so that the earthquake response under the frequent earthquake can be effectively reduced, and the use function can be immediately recovered under the small earthquake. Under the effect of the intensity earthquake, the friction pendulum and the viscoelastic vertical limiting device are started to consume energy, and the energy consumption capacity is improved. Meanwhile, the viscoelastic vertical limiting device and the floor form a TMD device, so that the dynamic vibration absorption effect is realized, and the seismic response is further reduced. Because the energy consumption is concentrated on the viscoelastic damper and the structural members are not damaged, the use function of the structure can be recovered through simple inspection after the structure is shaken under the fortification intensity. Under the action of rare earthquakes, the friction pendulum, the viscoelastic vertical limiting device and the U-shaped bending energy-consumption diamond-shaped hole steel plate all enter working states. The damage to the structural member is avoided by concentrating the damage to the viscoelastic vertical limiting device and the U-shaped bent energy-consumption diamond-shaped hole steel plate. Because the U-shaped bent energy-consumption diamond-shaped hole steel plate is damaged in the hysteretic energy-consumption process and needs to be replaced, the structure needs to be restored to the use function after being slightly repaired. Under the action of a rare earthquake, the performance target of the structural system under the action of the earthquake is changed from anti-seismic toughness to protect life safety, and the ductility of the structural system is mainly improved at the stage so as to ensure the structural integrity. The U-shaped bending energy-consumption diamond-shaped hole steel plate can always connect the prefabricated beam with the hidden corbels together, so that the integrity of the structure is ensured. After an extremely rare earthquake, the friction pendulum, the viscoelastic vertical limiting device and the U-shaped bent energy-consumption diamond-shaped hole steel plate are all in a certain damage state. Therefore, in addition to the maintenance and replacement of these energy consuming components, the entire structure is subject to safety checks and anti-seismic certification. Therefore, the structure needs a long time to recover the use function under the action of extremely rare earthquakes.
Remarking: the above principle is discussed on the premise that the building structure itself has sufficient strength.
Claims (8)
1. The utility model provides an adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation, includes prefabricated post, precast beam, prefabricated floor, dark bracket, characterized in that still includes:
thick layer rubber support: the thick-layer rubber support is arranged between the prefabricated beam and the hidden bracket and forms a first vibration isolation structure which is used for isolating the environmental vibration from low frequency to high frequency transmitted by the prefabricated column;
a friction pendulum: the friction device is arranged between the thick-layer rubber support and the dark bracket and is used for starting energy consumption under the action of a high intensity earthquake to realize the instant recovery of the structural deformation under a small earthquake;
vertical stop device of viscoelasticity: the viscoelastic vertical limiting device is connected with the hidden bracket and the precast beam from the side and is used for matching with the friction pendulum to start second-order enhanced energy consumption under the action of a fortification intensity earthquake, and when the second-order enhanced energy consumption is carried out, the viscoelastic vertical limiting device and the precast floor slab form a TMD damping structure, and damage is concentrated on the viscoelastic vertical limiting device;
u-shaped bending energy-consumption diamond-shaped hole steel plate: the U-shaped bending energy-consumption diamond-shaped hole steel plate is connected with the hidden corbel and the prefabricated beam through the side face and the bottom and used for starting third-order enhancement energy consumption under the action of rare-encountering intensity earthquake, and in the third-order enhancement energy consumption, damage is concentrated on the vertical limiting device with viscoelasticity and the U-shaped bending energy-consumption diamond-shaped hole steel plate.
2. The fabricated concrete frame structure using vibration isolating and damping double-control beam-column joints according to claim 1, wherein: the both ends bottom of precast beam set up the overlap joint groove of L shape respectively, the top of dark bracket be equipped with pre-buried steel sheet, pre-buried steel sheet and the bottom fixed connection of friction pendulum, the horizontal segment lower fixed surface of top and overlap joint groove of friction pendulum be connected.
3. The fabricated concrete frame structure using vibration isolating and damping double-control beam-column joints according to claim 2, wherein: the horizontal segment be equipped with the logical groove that link up precast floor upper surface, thick-layer rubber support locate logical inslot, and the bottom of thick-layer rubber support and the top joint of friction pendulum, the top and the precast floor fixed connection of thick-layer rubber support.
4. The fabricated concrete frame structure using vibration isolating and damping double-control beam-column joints according to claim 3, wherein: vertical stop device of glutinous elasticity includes upper plate and hypoplastron, the upper plate on seted up the circular port to through the first bolt that passes the circular port and the side fixed connection of precast beam tip, the hypoplastron on seted up first elliptical hole, wear to be equipped with spacing pin in the first elliptical hole, spacing pin and the side fixed connection of dark bracket, the length through setting up first elliptical hole is injectd the vertical stop device of glutinous elasticity and is participated the opportunity that the friction pendulum carries out the second order reinforcing energy consumption in coordination, upper plate and hypoplastron between be equipped with vertical locking card strip, the hypoplastron have 2, the upper portion centre gripping of 2 hypoplastrons is in the both sides of upper plate lower part, vertical locking card strip along the level set up in both sides, one end and upper plate welded fastening of upper plate lower part, the other end and predetermine at the lower plate internal surface and along the spout sliding connection of level setting, it has glutinous elastic material to fill between upper plate lower part and hypoplastron upper portion.
5. The fabricated concrete frame structure using vibration isolation and damping double-control beam-column joints according to claim 4, wherein: the U-shaped bending energy-consumption diamond-shaped hole steel plate comprises a T-shaped connecting section, diamond-shaped metal steel plates and a cover plate, wherein second elliptical holes are formed in 2 wing plates of the T-shaped connecting section, a plurality of diamond-shaped holes are formed in the diamond-shaped metal steel plates, the 2 wing plates of the T-shaped connecting section are respectively clamped between the lower portions of the 2 lower plates on the two sides, the second elliptical holes are opposite to the first elliptical holes one by one and commonly penetrate through limit pins, the length of each second elliptical hole is larger than that of each first elliptical hole, and the time for the U-shaped bending energy-consumption diamond-shaped hole steel plate to participate in third-order energy consumption enhancement is limited by the length of each second elliptical hole; the web plate of the T-shaped connecting section is attached to the lower surface of the hidden bracket and extends to one side of the lower surface of the precast beam, embedded pins are arranged on the lower surface of the hidden bracket and the lower surface of the precast beam respectively, third elliptical holes are formed in the web plate along the length direction of the hidden bracket and the precast beam, the embedded pins penetrate through the third elliptical holes, the distances between the embedded pins at two ends and the end parts of the corresponding third elliptical holes are the same, the set distance is kept between the embedded pins and the end parts of the third elliptical holes by setting the length of the third elliptical holes, and the U-shaped bent energy-consumption diamond-shaped hole steel plate is promoted to be kept connected between the hidden bracket and the precast beam under the condition of rare earthquakes or stronger earthquakes, namely after the second elliptical holes are damaged, the third elliptical holes still keep the connection between the hidden bracket and the precast beam; rhombus metal sheet pass through 2 sides of second bolt fixed connection in the relative precast beam of dark bracket tip, the apron be located pterygoid lamina and rhombus metal sheet's the outside to connect pterygoid lamina and rhombus metal sheet as a whole through the third bolt.
6. The fabricated concrete frame structure using vibration isolating and damping double-control beam-column joints according to claim 5, wherein: the utility model discloses a vibration isolation structure, including lap joint groove, prefabricated beam tip and prefabricated post, the horizontal segment between the tip of vertical section and dark bracket of overlap joint groove, the horizontal segment keep away from between the prefabricated beam tip that vertical section one end belonged to and the prefabricated post all be equipped with elastic filler, elastic filler constitute the second vibration isolation structure between prefabricated floor, prefabricated beam and the prefabricated post to constitute the third vibration isolation structure between prefabricated beam and dark bracket, the friction pendulum.
7. The fabricated concrete frame structure using vibration isolation and damping double-control beam-column joints according to claim 6, wherein: the outer surface of the wing plate is provided with a rubber interlayer, and the rubber interlayer is provided with lubricating oil.
8. A fabricated concrete frame structure using vibration isolating and damping double-control beam column nodes according to any one of claims 1 to 7, wherein: the precast beam and the precast floor slab are of an integral structure, and the frequency range of the environmental vibration from low frequency to high frequency is 1 Hz-20 Hz.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211386313.6A CN115748986A (en) | 2022-11-07 | 2022-11-07 | Adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211386313.6A CN115748986A (en) | 2022-11-07 | 2022-11-07 | Adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115748986A true CN115748986A (en) | 2023-03-07 |
Family
ID=85357955
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211386313.6A Pending CN115748986A (en) | 2022-11-07 | 2022-11-07 | Adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115748986A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116623822A (en) * | 2023-07-26 | 2023-08-22 | 上海材料研究所有限公司 | Tuned mass damping system for spherical hydrostatic bearing |
-
2022
- 2022-11-07 CN CN202211386313.6A patent/CN115748986A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116623822A (en) * | 2023-07-26 | 2023-08-22 | 上海材料研究所有限公司 | Tuned mass damping system for spherical hydrostatic bearing |
| CN116623822B (en) * | 2023-07-26 | 2023-10-17 | 上海材料研究所有限公司 | Tuned mass damping system for spherical hydrostatic bearing |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106368115B (en) | A kind of shock isolation system suitable for medium and small span beam bridge | |
| CN103335057B (en) | Tuned mass damper with frame | |
| CN101831959B (en) | Energy-dissipation beam column node of buckling-restrained bracing | |
| CN105839518B (en) | A kind of pair of limb bridge pier energy-dissipating and shock-absorbing binder | |
| CN107083742B (en) | Rubber and steel plate combined modular bridge deck damping expansion joint structure and use method thereof | |
| CN115748986A (en) | Adopt two assembled concrete frame structure of accuse beam column node of vibration isolation shock attenuation | |
| CN107100071A (en) | It is a kind of to reduce the expansion gap device and its construction method of impact failure and waterproof sound insulation | |
| CN205804147U (en) | Multi-functional embedded bridge limit configuration | |
| CN205501804U (en) | Two limbs are friction energy dissipation shock attenuation binder for pier | |
| CN110700434A (en) | Energy dissipation and shock absorption node, shock absorption column and installation method | |
| CN113605218B (en) | Swing self-reset rigid frame bridge double-limb thin-wall pier | |
| CN210216131U (en) | Bridge anti-falling beam device and anti-falling beam support | |
| CN114775410A (en) | Limiting self-resetting railway swinging hollow pier with built-in corrugated web damper | |
| CN107476631A (en) | Curved scissors separates control type assembling-type metal damper | |
| CN113463755A (en) | Concrete frame column anti-seismic structure and construction method thereof | |
| CN107974925A (en) | A kind of two-way preloading bridge block | |
| CN206986716U (en) | A kind of expansion gap device that can reduce impact failure and waterproof sound insulation | |
| CN110158879A (en) | A kind of assembled vibration damping stair of built-in bidirectional damper particle | |
| CN114775413B (en) | Existing pier anti-seismic performance improving structure and method based on inertial capacity shock insulation and swing | |
| CN207176490U (en) | A kind of slagging-off multi-directional deflection comb tooth-type retractor device certainly | |
| CN110359559A (en) | A kind of the assembled energy dissipation node and its installation method of connection suspension steel column | |
| CN214530020U (en) | Highway asphalt overlay structural layer | |
| CN113430925B (en) | Anti-resonance expansion joint of bridge | |
| CN205443925U (en) | Modularization, Large deflection , multidirectional telescoping device and bridge of shifting | |
| EP1077446A2 (en) | Modular-type noise-insulating acoustic barrier and related manufacturing method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |