CN211665926U

CN211665926U - Assembled hybrid frame structure

Info

Publication number: CN211665926U
Application number: CN202020178231.2U
Authority: CN
Inventors: 杨勇; 冯世强; 于云龙; 薛亦聪; 陈阳; 陈辛
Original assignee: Xian University of Architecture and Technology
Current assignee: Xian University of Architecture and Technology
Priority date: 2020-02-17
Filing date: 2020-02-17
Publication date: 2020-10-13
Anticipated expiration: 2030-02-17

Abstract

The application discloses assembled mixed frame construction relates to construction technical field. The assembled hybrid frame structure comprises a precast concrete column, a precast cross beam, a friction energy dissipation device, a precast connecting device and a first prestress tensioning rib; the prefabricated concrete column is detachably connected with the prefabricated connecting device; the end surface of the prefabricated beam is connected with a friction energy dissipation device; the friction energy dissipation device is detachably connected to the prefabricated connecting device; the first prestress tensioning rib sequentially penetrates through the prefabricated connecting device and the prefabricated cross beam and is fixed on the prefabricated connecting device. The main component splicing area of the assembled hybrid frame structure has controllable connection quality, and the whole structure has certain recoverability, so that the assembled hybrid frame structure is suitable for building structures with higher requirements on seismic resistance.

Description

Assembled hybrid frame structure

Technical Field

The application relates to the technical field of building construction, in particular to an assembled hybrid frame structure.

Background

The prefabricated structure is a common structural form in building construction, adopts prefabricated components as main stress components, and connects the prefabricated components through certain technical measures to form a whole structure to bear load.

The reliability of the prefabricated structure connecting area is the central importance of guaranteeing the anti-seismic performance of the whole structure, the existing prefabricated structure is complex in construction, the controllability of the connecting quality is poor, and the reduction and elimination of residual deformation are not facilitated under the action of earthquake.

SUMMERY OF THE UTILITY MODEL

The application provides a pair of assembled hybrid frame structure can reduce or even eliminate the residual deformation of structure under the earthquake effect, and its main part component is assembled district and is connected the quality controllable, and overall structure has certain recoverability, is applicable to the building structure that requires higher to the shock resistance.

The application provides an assembly type hybrid frame structure which comprises a precast concrete column, a precast cross beam, a friction energy dissipation device, a precast connecting device and a first prestress tensioning rib; the prefabricated concrete column is detachably connected with the prefabricated connecting device; the end surface of the prefabricated beam is connected with a friction energy dissipation device; the friction energy dissipation device is detachably connected to the prefabricated connecting device; the first prestress tensioning rib sequentially penetrates through the prefabricated connecting device and the prefabricated cross beam and is fixed on the prefabricated connecting device.

Above-mentioned technical scheme, assembled hybrid frame structure can dissipate the energy through the dynamic friction of friction energy consumption device under little shake and middle shake, can dissipate the energy through the moulding deformation of friction energy consumption device and prefabricated connecting device under big shake, reduces the residual deformation of earthquake in-process assembled hybrid frame structure through first prestressing force stretch-draw muscle to guarantee not damaging or the little damage of major structure spare on the basis of realizing overall structure effect of resetting, reach the mesh that can resume the structure function fast after the shake. The prefabricated concrete column, the prefabricated beam, the friction energy dissipation device and the prefabricated connecting device can be prefabricated and completed before construction, can be assembled quickly on site, and effectively improves the construction efficiency of the assembled hybrid frame structure. Prefabricated crossbeam, friction power consumption device, coupling part between prefabricated connecting device and the precast concrete post adopts the detachable mode to connect, and through the elasticity stretch-draw reset effect of first prestressing force stretch-draw muscle, make after the shake main part component structure damage little, can carry out the change restoration of destruction section fast after the shake, make among the assembled mixed frame construction shake repairable, the major earthquake can be repairable even, personnel and property safety when the guarantee shakes, good social and economic benefits have, and good engineering using value and popularization and application prospect.

With reference to the present application, in a first possible implementation manner of the present application, the prefabricated connecting device includes a connecting plate and a first section steel; the connecting plate is connected to the first profile steel and detachably connected to the precast concrete column; the first section steel is detachably connected to the friction energy dissipation device, so that sliding friction can occur between the friction energy dissipation device and the first section steel.

Above-mentioned technical scheme, the connecting plate can be dismantled with precast concrete post and be connected, can carry out the erection joint of prefabricated connecting device and precast concrete post fast. The first section steel is used for detachably connecting the friction energy dissipation device, so that sliding friction energy dissipation can be generated between the friction energy dissipation device and the first section steel. Under small or medium earthquakes, the friction energy dissipation device can dissipate energy through dynamic friction; when a large earthquake occurs, the flange of the first section steel can yield and flash outwards due to overlarge bending moment, so that plastic deformation is caused to consume energy at the same time, and a favorable failure mode in earthquake-resistant design is formed. The prefabricated connecting device can be quickly put into use or produced after being simply repaired, and the controllability of the connecting quality is ensured.

With reference to the first possible implementation manner of the present application, in a second possible implementation manner of the present application, the friction energy dissipation device includes a friction plate, a connecting bolt, and an outward extending plate; the outer extending plate is connected to the end face of the prefabricated beam; the connecting bolt sequentially penetrates through the overhanging plate, the friction plate and the first profile steel, so that the overhanging plate and the first profile steel can generate sliding friction with the friction plate.

According to the technical scheme, the friction plate is located between the outward extending plate and the first profile steel, and energy dissipation is achieved through sliding friction of the friction plate. The friction plates are connected through the connecting bolts, so that the friction plates are convenient to disassemble and assemble, and the disassembly, assembly and repair of the friction energy dissipation device can be quickly completed after an earthquake occurs.

With reference to the second possible implementation manner of the present application, in a third possible implementation manner of the present application, the friction energy dissipation device includes two friction plates and two overhanging plates; a web plate of the first section steel is provided with a sliding hole; the two overhanging plates are arranged at intervals and connected to the end face of the prefabricated beam, the web plate of the first section steel is arranged between the two overhanging plates, the first section steel abuts against the end face of the prefabricated beam, and the two friction plates are attached to two sides of the web plate of the first section steel; the connecting bolt sequentially penetrates through the two overhanging plates, the two friction plates and the sliding hole.

Above-mentioned technical scheme, first shaped steel sets up between two overhanging plates and supports by in the terminal surface of prefabricated crossbeam for it is more firm to connect. The friction plates are arranged on two sides of the web plate of the first section steel respectively, so that the friction energy consumption efficiency is improved. The arrangement of the sliding holes facilitates the quick connection of the friction plate and facilitates the sliding of the friction plate.

With reference to the first possible implementation manner of the present application, in a fourth possible implementation manner of the present application, the prefabricated connecting device further includes an anchor backing plate and a supporting plate; the anchor backing plate is connected to the web plate of the first section steel, and the support plate is connected to the anchor backing plate; the first prestress tensioning rib sequentially penetrates through the anchor backing plate and the prefabricated cross beam on one side of the prefabricated cross beam and is fixed to the anchor backing plate on the other side of the prefabricated cross beam, and the support plate is used for supporting and limiting the first prestress tensioning rib.

According to the technical scheme, the first prestress tensioning rib penetrates through the anchor backing plate and the prefabricated cross beam and is fixed on the anchor backing plate, prestress tensioning can be completed after the prefabricated connecting device, the friction energy dissipation device and the prefabricated cross beam are manufactured in advance to form the prefabricated mixed beam formed by connecting the prefabricated connecting device, the friction energy dissipation device and the prefabricated cross beam, the whole construction can be completed only by connecting the prefabricated concrete column with the prefabricated connecting device during site construction, tensioning operation of the prefabricated mixed beam is not needed during site construction, and convenience and efficiency of site construction are further improved. The first prestress tensioning rib is supported through the supporting plate, excessive movement of the first prestress tensioning rib in the vertical direction is limited, and stable and safe tensioning of the first prestress tensioning rib is guaranteed.

With reference to the present application, in a fifth possible implementation manner of the present application, the precast beam includes an end plate, a second section steel, a cast steel frame, and a first cast concrete body; the pouring steel bar frame is connected to the end plate, and the second section steel is connected to the end plate and located in the pouring steel bar frame; the pouring steel bar frame and the second section steel are arranged in the first pouring concrete body; the end plate is connected with the friction energy dissipation device.

Above-mentioned technical scheme, prefabricated crossbeam can pour the manufacturing in advance in the mill. The end plate is used for connecting an outward extending plate in the friction energy dissipation device, and the friction energy dissipation device and the prefabricated beam are convenient to connect and mount.

With reference to the fifth possible implementation manner of the present application, in a sixth possible implementation manner of the present application, the precast beam further includes a reinforcing stud; the reinforcing stud is fixedly connected to the flange of the second section steel; the web plate of the second section steel is provided with a round hole.

Above-mentioned technical scheme, the edge of a wing of second shaped steel is fixed with the enhancement peg, can strengthen the joint strength of first concreting body and end plate, makes the two combine firmly, avoids the interface of end plate and first concreting body to throw off out the seam when the earthquake to improve prefabricated crossbeam's whole atress performance.

With reference to the fifth possible implementation manner of the present application, in a seventh possible implementation manner of the present application, the prefabricated beam further includes a first embedded pipe for the first pre-stressed tension bar to pass through, and the first embedded pipe is located in the pouring steel bar frame; the end plate is provided with a round hole for the first prestress tensioning rib to pass through, and the first embedded pipe is connected to the round hole.

Above-mentioned technical scheme, first prestressing force stretch-draw muscle passes prefabricated crossbeam through first pre-buried pipe and round hole, avoid first prestressing force stretch-draw muscle and the contact of first concreting body, thereby form unbonded prestressing force stretch-draw, be convenient for first prestressing force stretch-draw muscle cross-under and stretch-draw on assembled hybrid frame structure's crossbeam length direction, let first prestressing force stretch-draw muscle be in the elastic state after can following the deformation on assembled hybrid frame structure's the crossbeam length direction, be convenient for assembled hybrid frame structure forms recoverable structural style.

With reference to the present application, in an eighth possible implementation manner of the present application, the precast concrete column includes a foundation, a support column, and a second prestressed tension bar; the support column is fixedly connected with the foundation, and the second prestress tension rib penetrates through the support column and then is respectively fixed at the top end of the support column and the foundation; the prefabricated connecting devices are detachably connected to the supporting columns.

According to the technical scheme, the precast concrete column comprises the supporting columns and the foundation, the precast concrete column can be manufactured by pouring in advance in a factory respectively, and the second prestress tension rib is used for prestress tension of the foundation and the supporting columns to form the precast concrete column which is higher in strength, better in stability and better in durability in the vertical direction.

In combination with the eighth possible implementation manner of the present application, in a ninth possible implementation manner of the present application, the precast concrete column further includes a second cast-in-place concrete body, a second embedded pipe, and a third embedded pipe; the foundation is provided with an anchor sealing area, and a second pouring concrete body is arranged in the anchor sealing area; the second embedded pipe penetrates through the supporting column along the vertical direction and is connected to the anchor sealing area, and the second pre-stressed tensioning bar penetrates through the second embedded pipe and then is fixed at the top end of the supporting column and in the anchor sealing area respectively; and the third embedded pipe penetrates through the supporting column along the horizontal direction so as to pass through a bolt for connecting the prefabricated connecting device.

According to the technical scheme, the second pre-buried pipe is used for the second prestress tensioning rib to sequentially penetrate through the supporting column and the foundation along the vertical direction, the base column forms an anchor sealing area for fixing the second prestress tensioning rib, unbonded prestress tensioning is conveniently completed on the vertical direction by the second prestress tensioning rib in the construction process, then a second pouring concrete body is formed by filling concrete, and finally the precast concrete column after unbonded prestress tensioning is formed. The third embedded pipe is convenient for connecting the support column with the connecting plate in the prefabricated connecting device after the bolt penetrates through the third embedded pipe.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.

FIG. 1 is a schematic illustration of a segment of a node area in a fabricated hybrid frame structure according to an alternative embodiment of the present application;

FIG. 2 is a schematic overall structural view of a fabricated hybrid frame structure according to an alternative embodiment of the present application;

FIG. 3 is a schematic view of a precast concrete column according to an alternative embodiment of the present application;

FIG. 4 is a schematic structural view of a prefabricated hybrid beam of an assembled hybrid frame structure according to an alternative embodiment of the present application;

FIG. 5 is an assembly schematic view of a prefabricated hybrid beam of the fabricated hybrid frame structure of an alternative embodiment of the present application;

FIG. 6 is a schematic view of a prefabricated joint assembly according to an alternative embodiment of the present application;

FIG. 7 is a schematic structural view of a precast beam according to an alternative embodiment of the present application;

FIG. 8 is a schematic structural view of a friction plate in an alternative embodiment of the present application;

FIG. 9 is a schematic plan view of a frame of an alternative embodiment of the fabricated hybrid frame construction of the present application;

FIG. 10 is a sectional view taken along line A-A of FIG. 9;

FIG. 11 is a sectional view taken along line B-B of FIG. 9;

FIG. 12 is a cross-sectional view taken along line C-C of FIG. 9;

FIG. 13 is a sectional view taken along line D-D of FIG. 9;

FIG. 14 is a sectional view taken along line E-E in FIG. 9;

FIG. 15 is a sectional view taken along line F-F of FIG. 9;

fig. 16 is a sectional view taken along line G-G in fig. 9.

Icon: 1-prefabricating a concrete column; 1.1-filling concrete body; 1.2-longitudinal rib I; 1.3-stirrup I; 1.4-a second pre-buried pipe; 1.5-second prestressed tension bar; 1.6-anchorage device; 1.7-sleeve; 1.7.1-round hole I; 1.8-a second cast concrete body; 1.9-a third pre-buried pipe; 2, prefabricating a cross beam; 2.1-a first cast concrete body; 2.2-stirrup II; 2.3-longitudinal rib two; 2.4-a first pre-buried pipe; 2.5-end plate; 2.5.1-round hole two; 2.6-second section steel; 2.6.1-round hole III; 2.7-reinforcing studs; 2.8-overhanging plate; 2.8.1-round hole four; 3-prefabricating the connecting device; 3.1-connecting plate; 3.1.1-round hole six; 3.1.2-round hole seven; 3.2-first section steel; 3.2.1-sliding holes; 3.3-anchor backing plate; 3.3.1-round hole five; 3.4-support plate; 4-a base; 5-a friction plate; 5.1-round hole eight; 6-connecting bolts; 7-a first pre-stressed tensioning rib; 7.1-an anchorage device; 7.2-low retraction anchorage; 7.3-support the cover; 8-long bolt.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.

Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.

It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.

In the description of the present application, it is to be noted that the terms "inside", "below", and the like refer to orientations or positional relationships based on orientations or positional relationships shown in the drawings or orientations or positional relationships that are conventionally arranged when products of the application are used, and are used only for convenience in describing the application and simplifying the description, but do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the application. Furthermore, the terms "first," "second," and the like are used merely to distinguish one description from another, and are not to be construed as indicating or implying relative importance.

In the description of the present application, it is also to be noted that, unless otherwise explicitly specified or limited, the terms "disposed" and "connected" are to be interpreted broadly, e.g., as being either fixedly connected, detachably connected, or integrally connected; they may be mechanically coupled, directly coupled, indirectly coupled through intervening media, or may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.

In this application, unless expressly stated or limited otherwise, the first feature may be directly on or under the second feature or may include both the first and second features being in direct contact, but also the first and second features being in contact via another feature between them, not being in direct contact. Also, the first feature being above, on or above the second feature includes the first feature being directly above and obliquely above the second feature, or merely means that the first feature is at a higher level than the second feature. A first feature that underlies, and underlies a second feature includes a first feature that is directly under and obliquely under a second feature, or simply means that the first feature is at a lesser level than the second feature.

It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.

The structural damage of the member is too large in the major earthquake in the current fabricated concrete structure, the controllability of the connection quality is poor, the restorability is basically avoided, the reduction and the elimination of the residual deformation are not facilitated, and the wet operation exists in a node area in the construction process, so that the construction mode is complex and the efficiency is low.

An alternative embodiment of the present application provides a fabricated hybrid frame structure having precast concrete columns 1, precast cross beams 2, friction energy dissipation devices, and precast connection devices 3 as main structural members to form node areas. The prefabricated beam 2, the two prefabricated connecting devices 3 and the two friction energy consumption devices are assembled as a group of components, and the first prestress tensioning rib 7 penetrates through the prefabricated beam 2 and the prefabricated connecting devices 3 and then is fixed to the prefabricated connecting devices 3, so that the prefabricated hybrid beam with prestress tensioning is finally formed. The prefabricated mixed beam can be finely produced in a large scale in a factory, prestress tensioning is completed in advance, the second prestress tensioning rib 1.5 is tensioned in the prefabricated concrete column 1 in the same way, construction can be completed only by splicing the prefabricated mixed beam between the two prefabricated concrete columns 1 through bolts on site, and the prefabricated mixed beam is simple and convenient to construct, safe and efficient, and low in site workload.

The assembled hybrid frame structure is definite in overall stress and has better energy consumption and reset capability, energy is dissipated mainly through a friction energy consumption device under small and medium earthquakes, the plastic deformation energy consumption of the friction energy consumption device and the prefabricated connecting device 3 is realized under large earthquakes, and the residual deformation of the overall structure in the earthquake process is reduced through the second prestress tensioning rib 1.5 tensioned in the prefabricated concrete column 1 and the first prestress tensioning rib 7 tensioned in the prefabricated hybrid beam, so that the main body component is ensured not to be damaged or slightly damaged on the basis of realizing the reset effect of the assembled hybrid frame structure, and the purpose of quickly recovering the structural function after the earthquake is achieved.

Please refer to fig. 1, fig. 2 and fig. 9 simultaneously. Fig. 1 illustrates a specific structure of a section of a node area in a fabricated hybrid frame structure provided in an alternative embodiment of the present application, fig. 2 illustrates an overall specific structure of the fabricated hybrid frame structure provided in an alternative embodiment of the present application, and fig. 9 illustrates a planar specific structure of one frame of the fabricated hybrid frame structure provided in an alternative embodiment of the present application.

The fabricated hybrid frame structure comprises a precast concrete column 1, a precast beam 2, a friction energy dissipation device (not shown), a precast connecting device 3 and a first pre-stressed tension bar 7 (see fig. 4).

A plurality of precast concrete columns 1 are arranged in an array mode in a construction site, the end face of the connecting end of each precast connecting device 3 is connected to one side wall of each precast concrete column 1 through a long bolt 8, and the long bolts 8 penetrate through the precast concrete columns 1 and are fixed to two opposite side walls of the precast concrete columns 1 through nuts (not shown in the figure). The long bolt 8 is a high-strength bolt, the connection method is simple in structure, the construction speed is high, the connection bearing performance is good, and the construction quality is easy to guarantee.

The other end of the prefabricated connecting device 3 is detachably connected to the friction energy dissipation device, the friction energy dissipation device is connected to one end face of the prefabricated beam 2, and the other end face of the prefabricated beam 2 is also connected to another friction energy dissipation device, so that a prefabricated hybrid beam formed by detachably assembling one prefabricated beam 2, two friction energy dissipation devices and two prefabricated connecting devices 3 is formed (see fig. 4 and 5). The first prestress tensioning rib 7 sequentially penetrates through the prefabricated crossbeam 2 and the two prefabricated connecting devices 3, two ends of the first prestress tensioning rib 7 are fixed to the prefabricated connecting devices 3 located on two sides respectively, and residual deformation of the assembled hybrid frame structure in the earthquake process is reduced by tensioning the first prestress tensioning rib 7 in the prefabricated hybrid beam. The precast concrete column 1 is tensioned in the vertical direction by a second prestressed tensioning bar 1.5 (see fig. 14-16) (see the following description for details). During site operation, only need hoist and mount prefabricated hybrid beam to between two adjacent precast concrete post 1, rethread long bolt 8 connects, can accomplish the equipment of assembled hybrid frame structure, and the efficiency of construction is higher, and construction safety is stronger.

The fabricated hybrid frame structure can dissipate energy through dynamic friction of the friction energy dissipation device under small and medium earthquakes, and can dissipate energy through the friction energy dissipation device and plastic deformation of the prefabricated connection device 3 under large earthquakes. Precast concrete post 1, prefabricated crossbeam 2, friction power consumption device and prefabricated connecting device 3 all can be prefabricated before the construction prerequisite and accomplish, can assemble fast at the scene, effectively improves assembled mixed frame construction's efficiency of construction. Prefabricated crossbeam 2, friction power consumption device, coupling part between prefabricated connecting device 3 and the precast concrete post 1 adopts the detachable mode to connect, and through the elasticity stretch-draw reset effect of first prestressing force stretch-draw muscle 7, make the main part structural component structural damage after the shake little, can carry out the change restoration of destruction section fast after the shake, make shake in the assembled hybrid frame structure and repair, can repair even the major earthquake, personnel and property safety when the guarantee shakes, good social and economic benefits have, and good engineering using value and popularization and application prospect.

Please continue to refer to fig. 2, fig. 3, and fig. 14-fig. 16. Fig. 3 shows a concrete structure of a precast concrete column 1 provided in an alternative embodiment of the present application; FIG. 14 is a cross-sectional view taken along line E-E of FIG. 9, showing a top anchor-sealing area of the support post in cross-section; FIG. 15 is a sectional view taken along line F-F of FIG. 9, i.e., a cross-sectional view of a nodal core region of a support column; fig. 16 is a sectional view taken along line G-G in fig. 9, i.e., a sectional view of the support column.

The precast concrete column 1 comprises a foundation 4, a support column (not marked in the figure), a second cast concrete body 1.8, a second embedded pipe 1.4, a third embedded pipe 1.9 and a second prestressed tensioning rib 1.5.

The foundation 4 is formed by pouring concrete, an anchor sealing area (not marked in the figure) is formed at the lower end of the foundation 4, the second embedded pipe 1.4 penetrates through the support column along the vertical direction and is connected with the anchor sealing area, and the second poured concrete body 1.8 is arranged in the anchor sealing area.

The support column is fixedly connected to the upper end of the foundation 4 and comprises a longitudinal bar 1.2, a stirrup 1.3, a sleeve 1.7 and a filling concrete body 1.1. A plurality of vertical muscle 1.2 of indulging extend along vertical direction to interval array sets up on the horizontal plane, and a plurality of stirrup 1.3 set up and ligature in a plurality of outer ends of indulging muscle 1.2 at vertical direction interval, thereby form the framework of steel reinforcement, form behind the framework of steel reinforcement filling concrete and fill concrete body 1.1. The second embedded pipe 1.4 is arranged in the steel bar framework and extends along the vertical direction, and the lower end of the second embedded pipe 1.4 is fixed in the anchor sealing area. The sleeve 1.7 is sleeved on the steel reinforcement framework and is located at a fixed position in the vertical direction to serve as a connection surface of the node area (see fig. 1). Two symmetrical side surfaces of the sleeve 1.7 are provided with a plurality of round holes I1.7.1 which correspond to each other one by one, the third embedded pipe 1.9 is arranged in the steel reinforcement framework, and penetrates out of a micro short section from the round holes I1.7.1 at two sides of the sleeve 1.7 along the horizontal direction, so that the third embedded pipe 1.9 is flush with the outer surface of the sleeve 1.7, and a long bolt 8 (shown in reference to fig. 1) for connecting the prefabricated connecting device 3 passes through.

The support columns and the foundation 4 can be manufactured separately by casting in advance in the factory or cast in situ together. If the support column is manufactured by casting in advance, corresponding construction measures (for example, by bolt fitting) for assisting the connection between the support column and the foundation 4 should be provided, so that direct contact connection is avoided. In the cast-in-place process, a formwork is firstly filled with concrete to form a filling concrete body 1.1, so that a supporting column is formed. After curing for a certain time, penetrating a second pre-stressed tension bar 1.5 from a second embedded pipe 1.4, anchoring the second pre-stressed tension bar 1.5 at the top end of the supporting column through an anchorage device 1.6, penetrating the second pre-stressed tension bar 1.5 from the bottom end of the supporting column to an anchor sealing area, and anchoring through the anchorage device 1.6; and then respectively filling concrete on the top ends of the anchor sealing area and the support columns to form a second poured concrete body 1.8, so that a bottom anchor sealing area is formed in the anchor sealing area, and a top anchor sealing area is formed at the top ends of the support columns.

The second pre-buried pipe 1.4 supplies the second prestressed tensioning bar 1.5 to pass through the support column and the foundation 4 in sequence along the vertical direction, in the construction, the second prestressed tensioning bar 1.5 is convenient to finish the unbonded prestressed tensioning in the vertical direction, then the second poured concrete body 1.8 is formed by filling concrete, and finally the precast concrete column 1 after the unbonded prestressed tensioning is formed. The foundation 4 and the supporting column are prestressed and tensioned through the second prestressed tensioning rib 1.5, and the precast concrete column 1 with higher strength, better stability and better durability is formed in the vertical direction.

In the present embodiment, the second pre-buried pipe 1.4 is a metal corrugated pipe, and the third pre-buried pipe 1.9 is a PVC (Polyvinyl chloride) pipe. The filling concrete body 1.1 can be formed by filling common concrete, recycled concrete or high-strength concrete, and the second filling concrete body 1.8 is formed by filling high-strength concrete. The anchorage device 1.6 is a clamping piece type anchorage device, a pier head anchorage device or a nut. The second pre-stressed tension bar 1.5 is a pre-stressed steel strand, and the second pre-stressed tension bar 1.5 is longer than the designed length to ensure that the tension length is enough.

Please continue to refer to fig. 4 and 5. FIG. 4 illustrates a detailed construction of a prefabricated hybrid beam of the fabricated hybrid frame structure provided in an alternative embodiment of the present application; FIG. 5 is an assembly schematic view of a prefabricated hybrid beam of a fabricated hybrid frame structure provided in an alternative embodiment of the present application.

The prefabricated hybrid beam consists of a prefabricated beam 2 positioned in the middle, two friction energy dissipation devices respectively connected to the end faces of two ends of the prefabricated beam 2 and two prefabricated connecting devices 3 respectively connected with the friction energy dissipation devices. Two prefabricated connecting devices 3 are located at both ends of the prefabricated hybrid beam for connection with the bushings 1.7 (see fig. 2, 3 and 15). After the two first prestressed tension bars 7 pass through the two prefabricated connecting devices 3 in parallel, span the two friction energy dissipation devices and pass through the prefabricated beam 2, two ends of the first prestressed tension bar 7 are respectively fixed on the two prefabricated connecting devices 3 through anchorage devices 7.1 (see the following description for specific fixing conditions).

The prefabricated hybrid beam can be assembled quickly after being manufactured and purchased according to part classification in a factory, and then is prestressed and tensioned through the first prestressed tensioning rib 7, so that the prefabricated hybrid beam with better energy consumption and reset functions is finally formed. Referring to fig. 1 and fig. 2, in a construction site, the construction of the fabricated hybrid frame structure with the multilayer structure can be completed only by hoisting a plurality of prefabricated hybrid beams to predetermined positions respectively and then fixing and locking the connecting end faces of the prefabricated connecting devices 3 and the sleeves 1.7 through the long bolts 8.

Please continue to refer to fig. 6 and 10. FIG. 6 shows a detailed structure of a prefabricated connecting device 3 provided by an alternative embodiment of the present application; fig. 10 is a sectional view taken along a-a in fig. 9, i.e., a schematic sectional view of the prefabricated connecting device 3.

The prefabricated connecting device 3 comprises a connecting plate 3.1, a first section steel 3.2, an anchor backing plate 3.3 and a supporting plate 3.4. Wherein the first section steel 3.2 is H-section steel.

One end of the first section steel 3.2 is welded on one side end face of the connecting plate 3.1, and the cross section size of the first section steel 3.2 in the vertical direction is smaller than the end face size of the connecting plate 3.1. Two parallel arrangement's slide opening 3.2.1 has been seted up on first shaped steel 3.2's the web, and slide opening 3.2.1 is oval slot hole, and slide opening 3.2.1 is perpendicular to connecting plate 3.1's terminal surface setting. The sliding holes 3.2.1 are used for detachably connecting the friction plates 5 (see fig. 4 and 8) so that energy dissipation by sliding friction can occur between the friction energy dissipation device and the first section steel 3.2.

Two anchor backing plates 3.3 which are arranged in parallel are arranged between the upper flange plate and the lower flange plate of the first section steel 3.2, and three side walls of one anchor backing plate 3.3 are respectively welded on the upper flange plate, the lower flange plate and the web plate of the first section steel 3.2. The anchor backing plate 3.3 and the connecting plate 3.1 are arranged in parallel at intervals. Two supporting plates 3.4 are welded on one side, far away from the connecting plate 3.1, of each anchor backing plate 3.3, and the supporting plates 3.4 are arranged at intervals and are perpendicular to the anchor backing plates 3.3. Each anchor backing plate 3.3 is provided with a round hole five 3.3.1 at the upper end and the lower end, the round hole five 3.3.1 is arranged close to the flange plate of the first section steel 3.2, and the round hole five 3.3.1 is used for fixing the two ends of the first prestress tensioning rib 7.

A plurality of circular holes six 3.1.1 are uniformly formed in the connecting plate 3.1, please refer to fig. 1 and fig. 3 simultaneously, the circular holes six 3.1.1 correspond to the circular holes to be arranged, so that the long bolts 8 sequentially pass through the connecting plate 3.1 and the sleeves 1.7 from the circular holes six 3.1.1 and the circular holes one 1.7.1, then the two ends of the long bolts 8 are screwed through nuts, and finally the connecting plate 3.1 is detachably connected to the sleeves 1.7 on the precast concrete column 1, so that the assembling connection of the precast connecting device 3 (i.e. the precast mixed beam) and the precast concrete column 1 can be rapidly performed.

A round hole seven 3.1.2 corresponding to the round hole five 3.3.1 is also arranged on the connecting plate 3.1. Referring to fig. 4, after the prefabricated hybrid beam is assembled, the two first prestressed tension bars 7 firstly penetrate into the prefabricated hybrid beam from the circular hole seven 3.1.2 at one end of the prefabricated hybrid beam, then pass through the circular holes five 3.3.1 and stride over the friction plates 5 (the first prestressed tension bars 7 are parallel to the friction plates 5), then pass through the prefabricated cross beam 2 (see the description later), and finally pass out from the circular holes five 3.3.1 at the other end of the prefabricated hybrid beam.

An anchorage 7.1, a low-retraction anchorage 7.2 and a support sleeve 7.3 are respectively arranged at two ends of the prefabricated hybrid beam, and the first prestressed tensioning bar 7 is tensioned by combining a jack, so that two ends of the first prestressed tensioning bar 7 are located between a connecting plate 3.1 and an anchor backing plate 3.3, one end of the first prestressed tensioning bar 7 is anchored on one end of the anchor backing plate 3.3 through the anchorage 7.1, and the other end of the first prestressed tensioning bar 7 is anchored on the other end of the anchor backing plate 3.3 through the low-retraction anchorage 7.2. Two backup pads 3.4 are located between two prestressing force stretch-draw muscle, support first prestressing force stretch-draw muscle 7 and restriction first prestressing force stretch-draw muscle 7 too big removal in vertical direction through backup pad 3.4, have guaranteed the stable safety of first prestressing force stretch-draw muscle 7 stretch-draw.

In the embodiment of the application, the anchorage 7.1 is a clip type anchorage, a pier head anchorage or a nut. The first pre-stressed tension bar 7 is a pre-stressed steel strand, and the first pre-stressed tension bar 7 should be longer than the designed length to ensure that the tension length is enough.

The first prestress tensioning rib 7 penetrates through the anchor backing plate 3.3 and the prefabricated cross beam 2 and is fixed on the anchor backing plate 3.3, prestress tensioning can be completed after the prefabricated connecting device 3, the friction energy dissipation device and the prefabricated cross beam 2 are manufactured in advance, and finally the prefabricated mixed beam is formed. When in site construction, the whole construction can be completed only by connecting the precast concrete column 1 with the precast mixed beam, and the tensioning operation is not required to be carried out during the site construction, so that the convenience and the efficiency of the site construction are further improved.

Please continue to refer to fig. 7, 12 and 13. Fig. 7 shows a concrete structure of a precast beam 2 provided in an alternative embodiment of the present application; fig. 2 and 13 are a cross-sectional view taken along C-C and a cross-sectional view taken along D-D in fig. 9, respectively, i.e., a cross-sectional view of the precast beam 2.

The prefabricated beam 2 comprises an end plate 2.5, second section steel 2.6, a pouring steel bar frame, a first embedded pipe 2.4 and a first pouring concrete body 2.1. The first embedded pipe 2.4 is a PVC pipe, and the first pouring concrete body 2.1 is formed by filling common concrete, recycled concrete or high-strength concrete.

The pouring reinforcing frame is built by a plurality of longitudinal ribs 2.3 and a plurality of stirrups 2.2, the pouring reinforcing frame is arranged between the two end plates 2.5, and a cavity defined by the two end plates 2.5 and the pouring reinforcing frame is used for matching with a template (used during formwork erection, not shown in the figure) to jointly fill concrete so as to form a first pouring concrete body 2.1. The second longitudinal ribs 2.3 extend along the length direction of the prefabricated transverse beam 2, and the end parts of the second longitudinal ribs 2.3 are welded at the inner side fixing positions of the end plates 2.5. The second stirrups 2.2 are sleeved on the outer sides of the second longitudinal reinforcements 2.3 and are arranged at equal intervals.

The second section steel 2.6 is I-shaped steel or H-shaped steel. A plurality of reinforcing studs 2.7 are welded on the upper flange plate and the lower flange plate of the second section steel 2.6, and a plurality of round holes three 2.6.1 are formed in the web plate of the second section steel 2.6. One end of the second section steel 2.6 is welded at the inner center position of the end plate 2.5, and the second section steel 2.6 is positioned in the pouring steel bar frame. After the first poured concrete body 2.1 is poured, the circular holes three 2.6.1 and the reinforcing studs 2.7 can enable the end plates 2.5 to be combined with the first poured concrete body 2.1 more tightly and firmly, and the end plates 2.5 are prevented from separating from the interface of the first poured concrete body 2.1 to form a gap in the earthquake.

The end plate 2.5 is provided with a second through hole for the first pre-stressed tension bar 7 to pass through, the first embedded pipe 2.4 extends along the length direction of the prefabricated beam 2, and the first embedded pipe 2.4 is arranged in the pouring steel bar frame and connected with the second through hole. The outer side of the end plate 2.5 is used for connecting an overhanging plate 2.8 in a friction energy dissipation device.

The first prestress tensioning rib 7 penetrates through the prefabricated beam 2 through the first embedded pipe 2.4 and the through hole two, the first prestress tensioning rib 7 is prevented from contacting with a first pouring concrete body 2.1, unbonded prestress tensioning is formed, the first prestress tensioning rib 7 is convenient to cross-connect and tension in the beam length direction of the assembly type mixed frame structure, the first prestress tensioning rib 7 is enabled to be in an elastic state after being deformed in the beam length direction of the assembly type mixed frame structure, and the assembly type mixed frame structure is convenient to form a recoverable structural form.

Please continue to refer to fig. 5-8, and fig. 11. Fig. 8 shows a specific structure of the friction plate 5 according to an alternative embodiment of the present application; fig. 11 is a cross-sectional view along B-B in fig. 9, i.e. a cross-sectional view of the friction energy consuming device.

The friction energy dissipation device comprises a friction plate 5, a connecting bolt 6 and an outward extending plate 2.8.

The friction plate 5 may be made of brass, aluminum or asbestos-free organic material. The friction plate 5 has substantially the same dimensions as the extension plate 2.8. The friction plate 5 is provided with two rows of eight 5.1 round holes, and correspondingly, the overhanging plate 2.8 is provided with two rows of four 2.8.1 round holes.

Two overhanging plates 2.8 are welded on the outer side surface of the end plate 2.5, a friction space for inserting the two friction plates 5 and the web plate of the first section steel 3.2 is reserved between the two overhanging plates 2.8, and the two overhanging plates 2.8 are arranged perpendicular to the end plate 2.5.

Please refer to fig. 4 and 5, when assembling the precast hybrid beam, two friction plates 5 are respectively attached to two sides of the web of the first section steel 3.2, so that the circular hole eight 5.1 corresponds to the sliding hole 3.2.1. The web of the first profiled steel 3.2 is then inserted into the two overhanging plates 2.8 together with the two friction plates 5, and one end of the first profiled steel 3.2 is made to abut against the outer side of the end plate 2.5. And finally, the connecting bolt 6 sequentially penetrates through the round hole four 2.8.1, the round hole eight 5.1 and the sliding hole 3.2.1, and the connecting bolt 6 is locked on the two overhanging plates 2.8 through nuts. Wherein the connecting bolt 6 is a short bolt of high strength.

The first profile steel 3.2 is arranged between the two outer extending plates 2.8 and abuts against the end face of the prefabricated transverse beam 2, so that the connection is more stable. The two sides of the web plate of the first section steel 3.2 are respectively provided with a friction plate 5, so that the friction energy consumption efficiency is improved. The arrangement of the sliding holes 3.2.1 facilitates the quick connection of the friction plate 5 and facilitates the sliding of the friction plate 5. Because the friction plates 5 are connected through the connecting bolts 6, the friction energy dissipation device is convenient to disassemble and assemble, and the disassembly, assembly and repair of the friction energy dissipation device can be completed quickly after an earthquake.

Under small or medium earthquakes, the friction energy dissipation device can dissipate energy through dynamic friction of the friction plate 5; when a large earthquake occurs, the flange of the first section steel 3.2 can be subjected to yielding and outward flashing due to overlarge bending moment, so that plastic deformation is caused to consume energy at the same time, and a favorable failure mode in earthquake-resistant design is formed. The prefabricated connecting device 3 and the friction energy dissipation device can be quickly put into use or produced after being simply repaired, and the controllability of the connection quality is ensured.

An alternative embodiment of the present application also provides a construction method of an assembled hybrid frame structure, the construction method including the steps of:

(1) manufacturing a precast concrete column 1, a precast cross beam 2, a friction energy dissipation device and a precast connecting device 3.

For the precast concrete column 1, a reinforcement cage composed of a longitudinal bar 1.2 and a stirrup 1.3 is bound on a construction site, a second embedded pipe 1.4 is penetrated and fixed, a square steel sleeve 1.7 is sleeved in, and a third embedded pipe 1.9 is placed in the sleeve 1.7 as required. After formwork erecting, pouring concrete to form a filled concrete body 1.1, curing for a certain number of days (for example twenty-eight days) to the designed strength of the filled concrete body 1.1, penetrating a second prestress tensioning rib 1.5, arranging an anchor backing plate 3.3 and an anchor 1.6 at the top end of a supporting column at two ends of the second prestress tensioning rib 1.5 and the lower part of a foundation 4, tensioning the second prestress tensioning rib 1.5 by using a through jack to the designed initial prestress, and cutting off the redundant part of the second prestress tensioning rib 1.5 at the top of the supporting column; and after the top end of the support column and the lower anchor sealing area of the foundation 4 are filled with concrete to form a second poured concrete body 1.8, the prefabricated concrete column 1 is manufactured after the second poured concrete body 1.8 reaches the preset strength. If the supporting column and the foundation 4 are prefabricated in a factory, certain construction measures are adopted for connection between the supporting column and the foundation, and the column is guaranteed to have certain bending rigidity before the second prestress tensioning rib 1.5 is not tensioned.

For the prefabricated beam 2 and the friction energy dissipation device, a pouring reinforcing steel bar frame consisting of a longitudinal bar II 2.3 and a stirrup II 2.2 is bound in a factory, reinforcing studs 2.7 are welded at corresponding positions on an upper flange plate and a lower flange plate of the second section steel 2.6, and a circular hole III 2.6.1 is formed at a corresponding position of a web plate of the second section steel 2.6; after a second round hole 2.5.1 is formed in the fixed position of the end plate 2.5, welding a second type steel 2.6 to the center of one side of the end plate 2.5, and vertically welding two overhanging plates 2.8 with a fourth round hole 2.8.1 to the other side of the end plate 2.5; and after the overhanging plate 2.8, the end plate 2.5 and the second section steel 2.6 in the second section steel 2.6 assembly are placed in a pouring steel bar frame, the end plate 2.5 is vertically welded on the longitudinal bar 2.3, a first embedded pipe 2.4 is penetrated as required, formwork is erected for pouring concrete to form a first pouring concrete body 2.1, and prefabrication and connection of the prefabricated beam 2 and the friction energy dissipation device are completed.

For the prefabricated connecting device 3, the connecting plate 3.1 with the round holes six 3.1.1 and seven 3.1.2 is vertically welded on the first section steel 3.2 in a factory; two anchor backing plates 3.3 with five circular holes 3.3.1 are perpendicular to the web plate of the first section steel 3.2 and welded in the first section steel 3.2, and four supporting plates 3.4 are perpendicularly welded on one side of the two anchor backing plates 3.3, so that the prefabrication of the prefabricated connecting device 3 is completed.

(2) Connecting a friction energy dissipation device to each of two end faces of the prefabricated beam 2, and connecting the prefabricated connecting device 3 with one end of the friction energy dissipation device far away from the prefabricated beam 2; and sequentially penetrating the first prestress tensioning rib 7 through the prefabricated connecting device 3 and the prefabricated cross beam 2, and respectively anchoring two ends of the first prestress tensioning rib 7 on anchor backing plates 3.3 in the prefabricated connecting devices 3 on two sides through an anchorage 7.1 and a low-retraction anchorage 7.2 to finally form the unbonded prestress tensioning prefabricated mixed beam.

(3) Hoisting the connected and tensioned prefabricated mixed beam to a preset position between two prefabricated concrete columns 1 according to a design scheme, aligning a circular hole six 3.1.1 with a circular hole one 1.7.1 on a sleeve 1.7, penetrating a high-strength long bolt 8, screwing a nut to a preset torque by using a torque wrench, and completing the installation of all the prefabricated mixed beams according to the steps to finally complete the construction of the fabricated mixed frame structure.

The construction method is used for construction of the fabricated mixed frame structure, the fabricated mixed frame structure can be efficiently manufactured and constructed on site, and the fabricated mixed frame structure is excellent in anti-seismic performance, recoverable, convenient to construct, high in construction quality and lower in cost.

The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. An assembled hybrid frame structure, comprising:

the fabricated hybrid frame structure comprises a precast concrete column, a precast cross beam, a friction energy dissipation device, a precast connecting device and a first prestress tensioning rib;

the precast concrete column is detachably connected with the precast connecting device;

the end face of the prefabricated cross beam is connected with the friction energy dissipation device;

the friction energy dissipation device is detachably connected to the prefabricated connecting device;

the first prestress tensioning rib sequentially penetrates through the prefabricated connecting device and the prefabricated cross beam and is fixed on the prefabricated connecting device.

2. The fabricated hybrid frame structure of claim 1, wherein:

the prefabricated connecting device comprises a connecting plate and first section steel;

the connecting plate is connected to the first profile steel, and the connecting plate is detachably connected to the precast concrete column;

the first section steel is detachably connected to the friction energy dissipation device, so that sliding friction can occur between the friction energy dissipation device and the first section steel.

3. The fabricated hybrid frame structure of claim 2, wherein:

the friction energy dissipation device comprises a friction plate, a connecting bolt and an outward extending plate;

the overhanging plate is connected to the end face of the prefabricated beam;

the connecting bolt sequentially penetrates through the overhanging plate, the friction plate and the first section steel, so that the overhanging plate and the first section steel can generate sliding friction with the friction plate.

4. The fabricated hybrid frame structure of claim 3, wherein:

the friction energy consumption device comprises two friction plates and two overhanging plates;

a web plate of the first section steel is provided with a sliding hole;

the two overhanging plates are arranged at intervals and connected to the end face of the prefabricated beam, a web plate of the first section steel is arranged between the two overhanging plates, the first section steel abuts against the end face of the prefabricated beam, and the two friction plates are attached to two sides of the web plate of the first section steel;

the connecting bolt sequentially penetrates through the two overhanging plates, the two friction plates and the sliding hole.

5. The fabricated hybrid frame structure of claim 2, wherein:

the prefabricated connecting device also comprises an anchor backing plate and a supporting plate;

the anchor backing plate is connected to a web plate of the first section steel, and the support plate is connected to the anchor backing plate;

the first prestress tensioning rib sequentially penetrates through the anchor backing plate and the prefabricated beam which are arranged on one side of the prefabricated beam and is fixed on the anchor backing plate which is arranged on the other side of the prefabricated beam, and the support plate is used for supporting and limiting the first prestress tensioning rib.

6. The fabricated hybrid frame structure of claim 1, wherein:

the prefabricated beam comprises an end plate, second section steel, a pouring reinforcing steel frame and a first pouring concrete body;

the pouring steel bar frame is connected to the end plate, and the second section steel is connected to the end plate and located in the pouring steel bar frame;

the pouring steel bar frame and the second section steel are arranged in the first pouring concrete body;

the end plate is connected to the friction energy dissipation device.

7. The fabricated hybrid frame structure of claim 6, wherein:

the precast beam further comprises reinforcing studs;

the reinforcing bolt is fixedly connected to the flange of the second section steel;

and the web plate of the second section steel is provided with a round hole.

8. The fabricated hybrid frame structure of claim 6, wherein:

the prefabricated beam further comprises a first embedded pipe for the first prestressed tensioning bar to pass through, and the first embedded pipe is located in the pouring steel bar frame;

the end plate is provided with a round hole for the first pre-stressed tension bar to pass through, and the first pre-buried pipe is connected to the round hole.

9. The fabricated hybrid frame structure of claim 1, wherein:

the precast concrete column comprises a foundation, a support column and a second prestressed tensioning rib;

the supporting column is fixedly connected with the foundation, and the second prestressed tensioning tendon passes through the supporting column and then is respectively fixed at the top end of the supporting column and the foundation;

the prefabricated connecting device is detachably connected to the supporting column.

10. The fabricated hybrid frame structure of claim 9, wherein:

the precast concrete column also comprises a second poured concrete body, a second embedded pipe and a third embedded pipe;

the foundation is provided with an anchor sealing area, and the second poured concrete body is arranged in the anchor sealing area;

the second embedded pipe penetrates through the supporting column along the vertical direction and is connected to the anchor sealing area, and the second pre-stressed tensioning bar penetrates through the second embedded pipe and is fixed at the top end of the supporting column and in the anchor sealing area respectively;

and the third embedded pipe penetrates through the supporting column along the horizontal direction so as to allow a bolt connected with the prefabricated connecting device to penetrate through.