CN206769444U - A kind of seismic hardening system of frame structure filling tensility shock-resistant component - Google Patents
A kind of seismic hardening system of frame structure filling tensility shock-resistant component Download PDFInfo
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- CN206769444U CN206769444U CN201720626121.6U CN201720626121U CN206769444U CN 206769444 U CN206769444 U CN 206769444U CN 201720626121 U CN201720626121 U CN 201720626121U CN 206769444 U CN206769444 U CN 206769444U
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Abstract
A kind of seismic hardening system of frame structure filling tensility shock-resistant component, including Vierendeel girder, frame column and the antidetonation component being connected between the frame structure surrounded by Vierendeel girder, frame column；The antidetonation component is arranged at the weak storey in frame structure；The left and right sides of wherein each antidetonation component is connected with adjacent frame column respectively, and the upper and lower sides of each antidetonation component are connected with adjacent Vierendeel girder respectively.The utility model solves traditional frame-type seismic hardening system work progress trouble, workload is big, the antidetonation component that sets is to original building structural perturbation is big and the duration is longer technical problem.
Description
Technical field
It the utility model is related to resisting for a kind of seismic hardening system, particularly a kind of frame structure filling tensility shock-resistant component
Shake reinforcement system.
Background technology
China is the multiple country of an earthquake, building aseismicity identification, the practice reinforced and earthquake experience since 1977
Show, the building that Seismic is carried out to existing building and is required being unsatisfactory for identification takes appropriate seismic countermeasures, is to mitigate
The important channel of earthquake disaster.It is the main method reinforced at present for Seismic Design of Reinforced Concrete Structure wherein to set up seismic structural wall, earthquake resistant wall etc.
One of.It is to set up a number of take root in the seismic structural wall, earthquake resistant wall on basis, by former frame structure by suitable position to set up seismic structural wall, earthquake resistant wall method
Change into Frame-shear Wall Structure.The seismic structural wall, earthquake resistant wall set up in this method assume responsibility for most geological process, significantly reduce original
Frame stressing, while the rigidity of structure is improved, reduce the malformation under geological process.When accelerating enough with position
Structural system can be changed, reduce the earthquake resistant construction requirement of former frame structure.China is existing《Aseismatic Reinforcement technology is advised
Journey》Require to set up seismic structural wall, earthquake resistant wall in JGJ116-2009 and be provided with basic and continuous from bottom to top, these provide to give structural strengthening scheme
Determination, building reinforce after be continuing with make troubles, and the method wet trade is more, foundation excavation workload is big, long in time limit.
Raising of the reinforcement means of bracing members to frame structure weak floor anti-side rigidity is set up than relatively limited, its effect is too late to set up antidetonation
Wall method is notable, is set up in existing method between bracing members and former frame beam column and sets gusset plate, and gusset plate is embedded to former frame with after
The channel-section steel connection set a roof beam in place in post, the channel-section steel side opposite side that is connected with gusset plate are connected with the reinforcing bar being implanted into afterwards in original structure, plant afterwards
Muscle is larger to original structure disturbance, is brought to original structure compared with macrolesion.And existing specification also requires that to set up bracing members continuous up and down
There is basis, influence building and grown using function, construction period.
At present, setting up Reinforced Concrete Anti-seismic Wall processing method on frame structure both at home and abroad mainly has four kinds：The first
It is to set up cast-in-place concrete seismic structural wall, earthquake resistant wall；Second is to set up ribbed steel seismic structural wall, earthquake resistant wall；The third is lattice type reinforcing bars building block antidetonation
Wall.
First method is that continuous cast-in-place concrete seismic structural wall, earthquake resistant wall, and the antidetonation set up from top to bottom is set up in frame structure
Wall has basis.The seismic structural wall, earthquake resistant wall anti-side rigidity of this full wafer is big, and the method is a number of indeed through being set up in suitable position
Seismic structural wall, earthquake resistant wall, former framework knot is changed into frame antiseismic wall structure.On the one hand knot is reduced by improving the lateral rigidity of structure
Structure why acted on ground under sidesway；Secondly because seismic structural wall, earthquake resistant wall assume responsibility for the stress that most earthquake load reduces former framework,
So as to avoid the reinforcing engineering of substantial amounts of beam column；3rd changes structural system by reinforcing, and the seismic behavior of former framework reduces,
Anti-seismic construction requirement also decreases.But the method needs continuously, to use building after strengthening reconstruction due to upper and lower concrete walls
Function effect is larger, and in work progress, wet trade is more, foundation excavation workload is big, long in time limit.
Second of method for setting up ribbed steel seismic structural wall, earthquake resistant wall, seismic structural wall, earthquake resistant wall reinforcing is done using steel plate, original frame beam column is protected
Sheath is chiseled, and is drilled and be implanted into dowel, is then welded ribbed steel seismic structural wall, earthquake resistant wall and dowel, is finally poured coagulation in junction
Soil.Steel plate seismic structural wall, earthquake resistant wall has from heavy and light, and easy construction, process is few, the advantages that short time limit.But steel plate seismic structural wall, earthquake resistant wall should be arranged along overall height,
To avoid producing rigidity mutation, structural perimeter is preferably arranged in, near staircase, the distance between each seismic structural wall, earthquake resistant wall should not be too big, should
Uniformly, disperse, be arranged symmetrically.Newly-increased ribbed steel lay of anti-knock wall requirement will influence building normal usage function above.
The third sets up lattice type reinforcing bars building block antidetonation wall method, and its seismic structural wall, earthquake resistant wall is to be built to make by some precast concrete segments
The lattice type component composition formed, there is exposed steel plate the corner of lattice type component, for the connection between grid building block, will spelled
The seismic structural wall, earthquake resistant wall periphery installed sets the concrete frame for having steel plate with inside, is connected by frame with frame beam column.It is this new
Seismic structural wall, earthquake resistant wall is reduced to building the influence using function, from heavy and light, is reduced situ wet operation, is shortened the construction period.But
Raising of this method to frame structure weak floor anti-side rigidity is than relatively limited.
In summary, the processing method for setting up seismic structural wall, earthquake resistant wall has the disadvantages that：1st, continuous from bottom to top, wet trade is more, shadow
Ring architectural composition and function；2nd, the seismic structural wall, earthquake resistant wall set up must have a basis, and foundation excavation workload is big, long in time limit.Set up bracing members
Processing method has the disadvantages that：1st, bracing members and the construction of original structure connecting node way are complicated, big to original building structural perturbation；
2nd, the bracing members set up continuously have basis up and down, influence building and are grown using function, construction period.
For problem above, therefore seek one kind and both can guarantee that building structure was safe to use, and can makes easy construction flexible, right
Architectural composition and using function effect it is small Shockproof reinforcing method it is most important.
Utility model content
The purpose of this utility model is to provide a kind of seismic hardening system of frame structure filling tensility shock-resistant component, to solve
The antidetonation component that certainly traditional frame-type seismic hardening system work progress is troublesome, workload is big, sets is disturbed to original building structure
Dynamic big and longer duration technical problem.
To achieve the above object, the utility model adopts the following technical scheme that.
A kind of seismic hardening system of frame structure filling tensility shock-resistant component, including Vierendeel girder, frame column and be connected to
Antidetonation component between the frame structure surrounded by Vierendeel girder, frame column；The antidetonation component is arranged at weak storey；Its
In, it is that wind load or the effect of frequently occurred earthquake standard value go downstairs layer story drift more than 1/550 in frame structure at weak storey
Or at lower floor of the confined boundary elements more than 1/50 of rarely occurred earthquake effect, and positioned at the bottom of undermost antidetonation component
Do not set basis；The left and right sides of wherein each antidetonation component is connected with adjacent frame column respectively, and each the antidetonation component is upper
Downside is connected with adjacent Vierendeel girder respectively.
Preferably, the antidetonation component of the frame structure filling is that seismic structural wall, earthquake resistant wall is either band frame bracing members or is anti-
Shake wall and the combination with frame bracing members.
Preferably, the seismic structural wall, earthquake resistant wall include set respectively along wall top edge and wall bottom margin it is horizontal dark
Beam steel cage, the vertical sleeper steel reinforcement cage set respectively along the left side edge and right side edge of wall, it is connected to concealed beam reinforcing bar
Wall steel bar skeleton between cage, sleeper steel reinforcement cage and it is cast in concealed beam steel reinforcement cage, sleeper steel reinforcement cage and wall steel bar skeleton
The walls concrete in outside；The wall steel bar skeleton includes horizontal reinforcement, vertical reinforcement and lacing wire；The horizontal reinforcement
Left and right ends are respectively protruding into the sleeper steel reinforcement cage of the left and right sides；The upper and lower ends of the vertical reinforcement are respectively protruding into top and bottom
In the concealed beam steel reinforcement cage in portion.
Preferably, the Vierendeel girder is connected on the side of side with seismic structural wall, earthquake resistant wall, is provided with elongated the along its long axis direction chisel
One keyway, extend respectively in the first keyway at the top and bottom of the seismic structural wall, earthquake resistant wall；The frame column is connected side with seismic structural wall, earthquake resistant wall
Side on, along its long axis direction chisel be provided with the second elongated keyway, the left-hand end and right-hand end of the seismic structural wall, earthquake resistant wall each extend over
Into the second keyway；The first dowel is embedded with the second keyway on the first keyway and frame column on the Vierendeel girder,
One end of first dowel is cast in Vierendeel girder or frame column, and the other end of the first dowel is cast in wall
In concrete, overlap joint connection corresponding with the vertical reinforcement in wall steel bar skeleton or horizontal reinforcement.
Preferably, the transition side for including bracing members with frame bracing members and being connected between bracing members and frame structure
Frame；The transition frame is integrally rectangular, by four end to end reinforced concrete members and is connected respectively at four
Channel-section steel on the inside of reinforced concrete member is formed；The bracing members are in integrally cross, are intersected by two angularly disposed steel plates
It is formed by connecting, and four ends of bracing members are connected to the inner side of transition frame, at angle position.
Preferably, connected between the reinforced concrete member and channel-section steel by the second dowel；Second dowel
One end stretched into from the medial surface of reinforced concrete member in reinforced concrete member, and with the reinforcing bar in reinforced concrete member
It is welded to connect, the other end of the second dowel is welded to connect on the inside of the web of channel-section steel.
Preferably, connected between the transition frame and bracing members by first node plate；The first node plate weld
It is connected on the inside of the channel-section steel of transition frame, at angle position；Corresponding to four ends of the bracing members are respectively welded and are connected to
On first node plate；Connected between the band frame bracing members and Vierendeel girder or frame column by the 3rd dowel；Described 3rd
One end of dowel is embedded in Vierendeel girder or frame column, and the other end of the 3rd dowel is stretched from the lateral surface with frame bracing members
Enter in reinforced concrete member, and be connected with the reinforcement welding in reinforced concrete member.
Preferably, level has been welded to connect it between the channel-section steel on the inside of the horizontal free end of the first node plate and frame column
Reinforcing plate；Vertical reinforcing plate has been welded to connect between channel-section steel on the inside of the vertical free end of the first node plate and Vierendeel girder；
Ribbed stiffener is connected with the plate face of the first node plate.
Preferably, it is equipped with section point plate at two angularly disposed steel plate intersection locations in the bracing members；It is described
Section point plate is connected to the front and rear side of two steel plate position of intersecting point.
The utility model has the characteristics that and beneficial effect compared with prior art.
1st, the utility model is by filling discontinuous and footless seismic structural wall, earthquake resistant wall or frame structure being carried out with frame bracing members
Seismic hardening, demonstrate and do not connected using filling by pseudo-static experimental, shaketalle test and use large-scale finite element procedure analysis
Continuous seismic structural wall, earthquake resistant wall or the uniformity that vertical rigidity can be effectively controlled frame structure progress seismic hardening with frame bracing members, so as to effectively
Improve the shock resistance of original structure.
2nd, in frame-type seismic hardening system of the present utility model, antidetonation component is spaced between the floor of frame structure and set
Put, and basis is not set positioned at the bottom of undermost antidetonation component, solve the former antidetonation set up in antidetonation strengthening member method
Component is continuous up and down, and wet trade is more, node is complicated, influence architectural composition and function, foundation excavation workload are big and long in time limit
Technical problem.
3rd, seismic hardening system middle frame structure of the present utility model fills discontinuous seismic structural wall, earthquake resistant wall or with frame bracing members,
Reduce filling seismic structural wall, earthquake resistant wall or the quantity with frame bracing members, reduce concrete cast in situs amount, built after improving reinforcing
Use the flexibility of function.
4th, the discontinuous seismic structural wall, earthquake resistant wall filled in frame structure of the present utility model and with base need not be set up under frame bracing members
Plinth, foundation-free excavate workload, short time limit.
5th, the bracing members set up in traditional frame-type seismic hardening system, lean on node between bracing members and former xoncrete structure
Plate connects, and node way is complicated, original structure is disturbed it is big, the utility model original filling bracing members and former xoncrete structure it
Between set transition frame, reduce the bar planting quantity that bracing members gusset plate is connected with former xoncrete structure, to existing building structure
Disturb small, simple and quick construction.
6th, the bracing members set up in traditional frame-type seismic hardening system, bracing members are continuous up and down and have basis, and this
Utility model can be only in frame structure weak floor filling tape frame bracing members, bracing members discontinuous and foundation-free up and down, to reinforcing
Building is using function effect is small, the construction period is short afterwards.
7th, the seismic structural wall, earthquake resistant wall of frame structure filling of the present utility model and bracing members can need not set basis, and foundation-free is opened
Digging amount, shortens the construction period, reduces cost.
8th, the utility model fills discontinuous, foundation-free seismic structural wall, earthquake resistant wall or with frame bracing members, increase in frame structure weak floor
Frame structure weak floor anti-side rigidity, reduce the geological process of former frame part, reduce weak floor displacement and relative storey displacement
Angle.
Brief description of the drawings
The utility model is described in more detail below in conjunction with the accompanying drawings.
Fig. 1 is the structural representation of the seismic hardening system in embodiment 1.
Fig. 2 is the connection knot between the concealed beam steel reinforcement cage at antidetonation wall top portion edge and the Vierendeel girder on its top in embodiment 1
Structure schematic diagram.
Fig. 3 is the connection knot between the concealed beam steel reinforcement cage at antidetonation wall top portion edge and the Vierendeel girder of its underpart in embodiment 1
Structure schematic diagram.
Fig. 4 is the company between seismic structural wall, earthquake resistant wall left side edge or the sleeper steel reinforcement cage and frame column of right side edge in embodiment 1
Connect structural representation.
Fig. 5 is the band frame steel support structure schematic diagram in embodiment 2.
Fig. 6 is procedure chart when the one of oblique steel plate of bracing members is installed in embodiment 2.
Fig. 7 is the connecting node schematic diagram of bracing members and first node plate in embodiment 2.
Fig. 8 is the horizontal section schematic diagram of transition frame in embodiment 2.
Fig. 9 is the structural representation for connecting section point plate in embodiment 2 at bracing members position of intersecting point.
Figure 10 is the structural representation of antidetonation reinforcement system in embodiment 3.
Reference：1- Vierendeel girders, 2- seismic structural wall, earthquake resistant walls, 3- frame columns, 4- concealed beams steel reinforcement cage, 5- sleeper steel reinforcement cage,
6- wall steel bars skeleton, 6.1- horizontal reinforcements, 6.2- vertical reinforcements, 6.3- stirrups, the keyways of 7- first, the keys of 8- second
Groove, 9- walls concretes, 10- transition frame, 11- bracing members, 12- first nodes plate, 13- section points plate, 14- steel
Reinforced concrete component, 15- channel-section steels, the dowels of 16- first, the dowels of 17- second, the dowels of 18- the 3rd, 19- vertically add
Strong plate, 20- ribbed stiffeners, 21- horizontal reinforcing plates.
Embodiment
The seismic hardening system of this frame structure filling tensility shock-resistant component, including Vierendeel girder 1, frame column 3 and connection
Antidetonation component between the frame structure surrounded by Vierendeel girder 1, frame column 3；The antidetonation component is arranged at weak storey；
Wherein, it is that wind load or the effect of frequently occurred earthquake standard value go downstairs layer story drift more than 1/ in frame structure at weak storey
550 or floor of the lower confined boundary elements of rarely occurred earthquake effect more than 1/50 at, and positioned at undermost antidetonation component
Bottom does not set basis；The left and right sides of wherein each antidetonation component is connected with adjacent frame column 3 respectively, each antidetonation component
Upper and lower sides be connected respectively with adjacent Vierendeel girder 1.
With reference to shown in Fig. 1-4, the present embodiment is the seismic hardening that foundation-free seismic structural wall, earthquake resistant wall 2 is arranged at intervals in a kind of frame structure
System, two layers in single Pin frame structures are filled seismic structural wall, earthquake resistant wall 2, and seismic structural wall, earthquake resistant wall 2 is centrally arranged along frame beam column；The seismic structural wall, earthquake resistant wall 2
Include respectively along the horizontal concealed beam steel reinforcement cage 4 of wall top edge and the setting of wall bottom margin, respectively along a left side for wall
Vertical sleeper steel reinforcement cage 5 that lateral edges and right side edge are set, the wall being connected between concealed beam steel reinforcement cage 4, sleeper steel reinforcement cage 5
Body framework of steel reinforcement 6 and the walls concrete 9 for being cast in concealed beam steel reinforcement cage 4, sleeper steel reinforcement cage 5 and the outside of wall steel bar skeleton 6；
The wall steel bar skeleton 6 includes horizontal reinforcement 6.1, vertical reinforcement 6.2 and lacing wire 6.3；The left and right of the horizontal reinforcement 6.1
Both ends are respectively protruding into the sleeper steel reinforcement cage 5 of the left and right sides；The upper and lower ends of the vertical reinforcement 6.2 are respectively protruding into top and bottom
In the concealed beam steel reinforcement cage 4 in portion.
In the present embodiment, the side of side is connected with seismic structural wall, earthquake resistant wall 2 to Vierendeel girder 1, carries out dabbing processing along its long axis direction,
And brushing interfacial agents, the first keyway 7 is formed, the top and bottom of the seismic structural wall, earthquake resistant wall 2 are extended respectively in the first keyway 7；To frame
Trestle 3 is connected the side of side with seismic structural wall, earthquake resistant wall 2, dabbing processing, and brushing interfacial agents is carried out along its long axis direction, forms the second key
Groove 8, the left-hand end and right-hand end of the seismic structural wall, earthquake resistant wall 2 are extended respectively in the second keyway 8.
In the present embodiment, is embedded with the second keyway 8 on the first keyway 7 and frame column 3 on the Vierendeel girder 1
One dowel 16, the pre-buried depth of the first dowel 16 meet《Aseismatic Reinforcement code》Bar planting depth in JGJ116-2009
It is required that；One end of first dowel 16 is cast in Vierendeel girder 1 or frame column 3, the other end of the first dowel 16
It is cast in walls concrete 9, and overlap joint corresponding with the vertical reinforcement 6.2 in wall steel bar skeleton 6 or horizontal reinforcement 6.1
Connection, the lap of splice should meet《Code for design of concrete structures》GB50010-2010 requirements.
In the present embodiment, the wall steel bar skeleton 6 is identical with concealed beam steel reinforcement cage 4 and sleeper steel reinforcement cage 5, treats seismic structural wall, earthquake resistant wall 2
In all steel bar arrangements it is complete after, pour walls concrete 9.
The first dowel 16 is embedded with the second keyway 8 on the first keyway 7 and frame column 3 on the Vierendeel girder 1,
One end of first dowel 16 is cast in Vierendeel girder 1 or frame column 3, and the other end of the first dowel 16 is poured
In walls concrete 9.
The present embodiment has only enumerated the one of which example that seismic structural wall, earthquake resistant wall 2 is arranged in frame structure, certainly in other realities
Apply in example, after the position that the seismic structural wall, earthquake resistant wall 2 is set can be according to frame structure mechanical analysis, be arranged at stress weak location.
Embodiment 2
With reference to shown in Fig. 5-9, the present embodiment is interval setting antidetonation of the foundation-free with frame bracing members in a kind of frame structure
Hardened system, it is centrally arranged along frame beam column in transition frame 10, the bracing members 11 of two layers of setting of single Pin frame structures.
The transition frame 10 for including bracing members 11 with frame bracing members and being connected between bracing members 11 and frame structure；The transition
Frame 10 is overall rectangular, by four end to end reinforced concrete members 14 and is connected respectively in four reinforced concretes
The channel-section steel 15 of the native inner side of component 14 is formed；The overall bracing members 11 are in cross, by two angularly disposed steel plate phase commissures
Connect and form, and four ends of bracing members 11 are connected to the inner side of transition frame 10, at angle position.
In the present embodiment, connected between the reinforced concrete member 14 and channel-section steel 15 by the second dowel 17；It is described
One end of second dowel 17 is stretched into reinforced concrete member 14 from the medial surface of reinforced concrete member 14, and is mixed with reinforcing bar
The reinforcement welding connection in native component 14 is coagulated, the second dowel 17 stretches into satisfaction《Aseismatic Reinforcement code》, the second connection
The other end of muscle 17 is welded to connect on the inside of the web of channel-section steel 15, the armored concrete of colligation transition frame 10 in manufacturing process
Vertical muscle and stirrup in component 14, and the second dowel 17 is arranged, channel-section steel 15 and the second dowel 17 are welded, Ran Houzhi
The concrete of mould pouring reinforcement concrete component 14.
In the present embodiment, connected between the transition frame 10 and bracing members 11 by first node plate 12；Described first
Gusset plate 12 is welded to connect at the inner side of channel-section steel 15 of transition frame 10, angle position；Four ends part of the bracing members 11
It is not welded to connect on corresponding first node plate 12；Carried out between bracing members 11 and first node plate 12 using twin fillet wolt
Welding.
Connected between the band frame bracing members and Vierendeel girder 1 or frame column 3 by the 3rd dowel 18；Described 3rd connects
The one end for connecing muscle 18 is embedded in Vierendeel girder 1 or frame column 3, and the other end of the 3rd dowel 18 is from the outside with frame bracing members
Face is stretched into reinforced concrete member 14, and is connected with the reinforcement welding in reinforced concrete member 14.
In the present embodiment, the company of welding between the horizontal free end of the first node plate 12 and the channel-section steel of the inner side of frame column 3
It is connected to horizontal reinforcing plates 21；It is welded to connect between the vertical free end of the first node plate 12 and the channel-section steel of the inner side of Vierendeel girder 1
There is vertical reinforcing plate 19；Ribbed stiffener 20 is connected with the plate face of the first node plate 12.
In the present embodiment, section point plate is equipped with two angularly disposed steel plate intersection locations in the bracing members 11
13；The section point plate 13 is connected to the front and rear side of two steel plate position of intersecting point, bracing members 11 and section point plate 13
Between using angle welding carry out Site Welding.
The present embodiment has only enumerated the one of which example arranged with frame bracing members in frame structure, certainly at other
In embodiment, after the position set with frame bracing members can be according to frame structure mechanical analysis, stress weakness position is arranged in
Put place.
Embodiment 3
With reference to Figure 10, the present embodiment is that foundation-free is arranged at intervals in a kind of frame structure is anti-with frame bracing members and seismic structural wall, earthquake resistant wall
Hardened system is shaken, 5 layers on the ground, only longitudinally fills 2,4 layers of interior wall transverse direction filling tape frame bracing members of seismic structural wall, earthquake resistant wall in 4 layers of exterior wall, 4 layers flat
Face is arranged.As shown in the figure shown in 2-4, wherein,
The seismic structural wall, earthquake resistant wall 2 includes the horizontal concealed beam reinforcing bar set respectively along wall top edge and wall bottom margin
Cage 4, respectively along wall left side edge and right side edge set vertical sleeper steel reinforcement cage 5, be connected to concealed beam steel reinforcement cage 4,
Wall steel bar skeleton 6 between sleeper steel reinforcement cage 5 and it is cast in concealed beam steel reinforcement cage 4, sleeper steel reinforcement cage 5 and wall steel bar skeleton
The walls concrete 9 in 6 outsides；The wall steel bar skeleton 6 includes horizontal reinforcement 6.1, vertical reinforcement 6.2 and lacing wire 6.3；Institute
The left and right ends for stating horizontal reinforcement 6.1 are respectively protruding into the sleeper steel reinforcement cage 5 of the left and right sides；Above and below the vertical reinforcement 6.2
Both ends are respectively protruding into the concealed beam steel reinforcement cage 4 of top and bottom.
In the present embodiment, the side of side is connected with seismic structural wall, earthquake resistant wall 2 to Vierendeel girder 1, carries out dabbing processing along its long axis direction,
And brushing interfacial agents, the first keyway 7 is formed, the top and bottom of the seismic structural wall, earthquake resistant wall 2 are extended respectively in the first keyway 7；To frame
Trestle 3 is connected the side of side with seismic structural wall, earthquake resistant wall 2, dabbing processing, and brushing interfacial agents is carried out along its long axis direction, forms the second key
Groove 8, the left-hand end and right-hand end of the seismic structural wall, earthquake resistant wall 2 are extended respectively in the second keyway 8.
In the present embodiment, is embedded with the second keyway 8 on the first keyway 7 and frame column 3 on the Vierendeel girder 1
One dowel 16, the pre-buried depth of the first dowel 16 meet《Aseismatic Reinforcement code》Bar planting depth in JGJ116-2009
It is required that；One end of first dowel 16 is cast in Vierendeel girder 1 or frame column 3, the other end of the first dowel 16
It is cast in walls concrete 9, and overlap joint corresponding with the vertical reinforcement 6.2 in wall steel bar skeleton 6 or horizontal reinforcement 6.1
Connection, the lap of splice should meet《Code for design of concrete structures》GB50010-2010 requirements.
In the present embodiment, the wall steel bar skeleton 6 is identical with concealed beam steel reinforcement cage 4 and sleeper steel reinforcement cage 5, treats seismic structural wall, earthquake resistant wall 2
In all steel bar arrangements it is complete after, pour walls concrete 9.
As Figure 6-9, the band frame bracing members include bracing members 11 and are connected between bracing members 11 and frame structure
Transition frame 10；The transition frame 10 is overall rectangular, by four end to end reinforced concrete members 14 and respectively
The corresponding channel-section steel for being connected to four inner sides of reinforced concrete member 14 is formed；The overall bracing members 11 are in cross, by two
Angularly disposed steel plate is intersecting to be formed by connecting, and four ends of bracing members 11 are connected to the inner side of transition frame 10, turned
Angular position.
In the present embodiment, connected between the reinforced concrete member 14 and channel-section steel 15 by the second dowel 17；It is described
One end of second dowel 17 is stretched into reinforced concrete member 14 from the medial surface of reinforced concrete member 14, and is mixed with reinforcing bar
The reinforcement welding connection in native component 14 is coagulated, the second dowel 17 stretches into satisfaction《Aseismatic Reinforcement code》, the second connection
The other end of muscle 17 is welded to connect on the inside of the web of channel-section steel 15, the armored concrete of colligation transition frame 10 in manufacturing process
Vertical muscle and stirrup in component 14, and the second dowel 17 is arranged, channel-section steel 15 and the second dowel 17 are welded, Ran Houzhi
The concrete of mould pouring reinforcement concrete component 14.
In the present embodiment, connected between the transition frame 10 and bracing members 11 by first node plate 12；Described first
Gusset plate 12 is welded to connect at the inner side of channel-section steel 15 of transition frame 10, angle position；Four ends part of the bracing members 11
It is not welded to connect on corresponding first node plate 12；Carried out between bracing members 11 and first node plate 12 using twin fillet wolt
Welding.
Connected between the band frame bracing members and Vierendeel girder 1 or frame column 3 by the 3rd dowel 18；Described 3rd connects
The one end for connecing muscle 18 is embedded in Vierendeel girder 1 or frame column 3, and the other end of the 3rd dowel 18 is from the outside with frame bracing members
Face is stretched into reinforced concrete member 14, and is connected with the reinforcement welding in reinforced concrete member 14.
In the present embodiment, the company of welding between the horizontal free end of the first node plate 12 and the channel-section steel of the inner side of frame column 3
It is connected to horizontal reinforcing plates 21；It is welded to connect between the vertical free end of the first node plate 12 and the channel-section steel of the inner side of Vierendeel girder 1
There is vertical reinforcing plate 19；Ribbed stiffener 20 is connected with the plate face of the first node plate 12.
In the present embodiment, section point plate is equipped with two angularly disposed steel plate intersection locations in the bracing members 11
13；The section point plate 13 is connected to the front and rear side of two steel plate position of intersecting point, bracing members 11 and section point plate 13
Between using angle welding carry out Site Welding.
The present embodiment has only enumerated seismic structural wall, earthquake resistant wall 2 and the one of which example arranged with frame bracing members in frame structure,
Certainly in other embodiments, the position set with frame bracing members and seismic structural wall, earthquake resistant wall 2 can be according to frame structure mechanical analysis
Afterwards, it is arranged at stress weak location.
Above-described embodiment is not the exhaustion of embodiment, can also there is other embodiments, and above-described embodiment purpose exists
In explanation the utility model, and unrestricted the scope of protection of the utility model, it is all by the utility model simple change and Lai
Using all falling within the scope of protection of the utility model.
Claims (10)
1. a kind of seismic hardening system of frame structure filling tensility shock-resistant component, including Vierendeel girder（1）, frame column（3）And even
It is connected on by Vierendeel girder（1）, frame column（3）Antidetonation component between the frame structure surrounded；It is characterized in that：The antidetonation component
It is arranged at the weak storey in frame structure；The left and right sides of wherein each antidetonation component respectively with adjacent frame column（3）Phase
Even, the upper and lower sides of each antidetonation component respectively with adjacent Vierendeel girder（1）It is connected.
2. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 1, its feature exist
In：The antidetonation component of the frame structure filling is seismic structural wall, earthquake resistant wall（2）It is either to be with frame bracing members or a portion
Seismic structural wall, earthquake resistant wall（2）, another part be band frame bracing members.
3. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 2, its feature exist
In：The seismic structural wall, earthquake resistant wall（2）Include the horizontal concealed beam steel reinforcement cage set respectively along wall top edge and wall bottom margin
（4）, respectively along wall left side edge and right side edge set vertical sleeper steel reinforcement cage（5）, be connected to concealed beam steel reinforcement cage
（4）, sleeper steel reinforcement cage（5）Between wall steel bar skeleton（6）And it is cast in concealed beam steel reinforcement cage（4）, sleeper steel reinforcement cage（5）With
Wall steel bar skeleton（6）The walls concrete in outside（9）；
The wall steel bar skeleton（6）Include horizontal reinforcement（6.1）, vertical reinforcement（6.2）And lacing wire（6.3）；The level
Reinforcing bar（6.1）Left and right ends be respectively protruding into the left and right sides sleeper steel reinforcement cage（5）In；The vertical reinforcement（6.2）Up and down
Both ends are respectively protruding into the concealed beam steel reinforcement cage of top and bottom（4）In.
4. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 3, its feature exist
In：The Vierendeel girder（1）With seismic structural wall, earthquake resistant wall（2）Connect on the side of side, be provided with the first elongated keyway along its long axis direction chisel
（7）, the seismic structural wall, earthquake resistant wall（2）Top and bottom extend respectively to the first keyway（7）In；The frame column（3）With seismic structural wall, earthquake resistant wall（2）
Connect on the side of side, be provided with the second elongated keyway along its long axis direction chisel（8）, the seismic structural wall, earthquake resistant wall（2）Left-hand end and
Right-hand end extends respectively to the second keyway（8）In.
5. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 4, its feature exist
In：The Vierendeel girder（1）On the first keyway（7）And frame column（3）On the second keyway（8）In be embedded with the first dowel
（16）, first dowel（16）One end be cast in Vierendeel girder（1）Or frame column（3）In, the first dowel（16）
The other end be cast in walls concrete（9）In, with wall steel bar skeleton（6）In vertical reinforcement（6.2）Or horizontal steel
Muscle（6.1）Corresponding overlap joint connection.
6. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 2, its feature exist
In：The band frame bracing members include bracing members（11）Be connected to bracing members（11）Transition frame between frame structure
（10）；The transition frame（10）It is overall rectangular, by four end to end reinforced concrete members（14）Correspond to respectively
It is connected to four reinforced concrete members（14）The channel-section steel of inner side（15）Form；The bracing members（11）Overall is in cross, by
Two angularly disposed steel plates are intersecting to be formed by connecting, and bracing members（11）Four ends be connected to transition frame（10）'s
At inner side, angle position.
7. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 6, its feature exist
In：The reinforced concrete member（14）With channel-section steel（15）Between pass through the second dowel（17）Connection；Second dowel
（17）One end from reinforced concrete member（14）Medial surface stretch into reinforced concrete member（14）In, and and armored concrete
Component（14）In reinforcement welding connection, the second dowel（17）The other end be welded to connect in channel-section steel（15）Web on the inside of.
8. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 7, its feature exist
In：The transition frame（10）With bracing members（11）Between pass through first node plate（12）Connection；The first node plate（12）
It is welded to connect in transition frame（10）Channel-section steel（15）At inner side, angle position；The bracing members（11）Four ends difference
It is welded to connect in corresponding first node plate（12）On；
The band frame bracing members and Vierendeel girder（1）Or frame column（3）Between pass through the 3rd dowel（18）Connection；Described 3rd
Dowel（18）One end be embedded in Vierendeel girder（1）Or frame column（3）In, the 3rd dowel（18）The other end from band frame steel
The lateral surface of support stretches into reinforced concrete member（14）In, and and reinforced concrete member（14）In reinforcement welding connection.
9. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 8, its feature exist
In：The first node plate（12）Horizontal free end and frame column（3）Horizontal reinforcement has been welded to connect between the channel-section steel of inner side
Plate（21）；The first node plate（12）Vertical free end and Vierendeel girder（1）It has been welded to connect between the channel-section steel of inner side vertical
Reinforcing plate（19）；The first node plate（12）Plate face on be connected with ribbed stiffener（20）.
10. a kind of seismic hardening system of frame structure filling tensility shock-resistant component according to claim 6, its feature exist
In：The bracing members（11）In be equipped with section point plate at two angularly disposed steel plate intersection locations（13）；Described second
Gusset plate（13）It is connected to the front and rear side of two steel plate position of intersecting point.
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| CN111255255A (en) * | 2020-01-19 | 2020-06-09 | 华侨大学 | Anti-seismic reinforcing method for frame structure building |
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