CN106437027A - Anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam and processing method thereof - Google Patents
Anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam and processing method thereof Download PDFInfo
- Publication number
- CN106437027A CN106437027A CN201610938725.4A CN201610938725A CN106437027A CN 106437027 A CN106437027 A CN 106437027A CN 201610938725 A CN201610938725 A CN 201610938725A CN 106437027 A CN106437027 A CN 106437027A
- Authority
- CN
- China
- Prior art keywords
- steel
- power consumption
- vertical
- bolt
- anchoring
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses an anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam. The anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam comprises a steel member and a reinforced concrete member, wherein the steel member comprises a first T-shaped steel member, a second T-shaped steel member, energy-consuming bolts and anchoring bolts which are integrally connected; the first T-shaped steel member and the second T-shaped steel member are same in structure, are separated from up to down and are oppositely arranged. The reinforced concrete member comprises a plurality of longitudinal bars, a plurality of groups of composite stirrups and concrete for casting. After the technical scheme is adopted, and compared with the traditional technology, the anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam disclosed by the invention has the advantages that the anti-bending performances of the first T-shaped steel member and the second T-shaped steel member can be utilized, the shear resistance of the reinforced concrete member can be utilized and the energy-consuming bolts are arranged for preventing energy consumption due to interface slip, so that the anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam has good anti-bending shear-resistant anti-vibration performances; the anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam is reliable in stressing performance, conforms to the concept design idea, can be prefabricated and assembled and high-efficiency in installation.
Description
Technical field
The present invention relates to a kind of building element field, the shockproof self-adaptation type combination of more particularly to a kind of bending resistance shearing resistance is even
Beam and processing method.
Background technology
At present, in the shear wall structure system of architectural engineering, coupling beam to coupling shear wall, guarantee structural integrity and consumption
Scattered energy all contributes.With the lifting of the increasing of building height, shockproof requirements, market occurs in that steel-concrete combination even
Beam.Existing steel-concrete composite coupling beams are mainly outside steel pipe-Combined concrete coupling beam, and built-in steel plate and concrete composite is even
Beam or I-steel-Combined concrete coupling beam.Wherein outside steel pipe-Combined concrete coupling beam constructional difficulties and chamber cannot be ensured
Inner concrete quality.Concrete block is divided into by built-in steel plate and concrete composite coupling beam with I-steel-Combined concrete coupling beam
Two parts, can be deformed in the presence of ambient pressure, and this design is unfavorable for the coordinated of the two.Cannot give full play to
Go out the advantage that combining structure comprehensively utilizes dissimilar material properties.The concrete of combinations thereof coupling beam is common with sheet steel sections to be participated in being subject to
Power, but the material behavior of the two cannot be made full use of, and all do not enable the stress theory of " two benches " in building, and then lead to
There is certain limitation in combinations thereof coupling beam its scope of application under different operating modes, affect its popularization and application.
Content of the invention
In view of this, it is an object of the invention to provide being applied to the bending resistance shearing resistance shockproof self-adaptation type combination of different operating modes
Coupling beam and processing method.
In order to reach above-mentioned purpose, the technical scheme is that：
A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance, including steel beam column and reinforced concrete member, described steel structure
Part includes the first T-steel component, the second T-steel component, power consumption bolt and the anchoring bolt of integral type connection, described first T-steel structure
Part is identical with described second T-steel element structure, goes to upper and lower position and separates and be oppositely arranged；
Described first T-steel component and the second T-steel component are respectively provided with the first anchoring section, the second anchoring section and power consumption
Section, described power consumption section is between described first anchoring section and described second anchoring section；Described reinforced concrete member includes solid
Determine all-in-one-piece complex root and indulge muscle, plural groups compound stirrup, and the concrete pouring corresponding to described power consumption section.
Described first T-steel component includes first level steel flange plate and the first vertical steel ribs of perpendicular connection, institute
State the first T-steel element cross-section t shape, described second T-steel component includes the second horizontal steel wing of perpendicular connection
Listrium and the second vertical steel ribs.
It is respectively perpendicular on two sides corresponding to the first vertical steel ribs of described power consumption section and be connected with described power consumption bolt；Right
It is respectively perpendicular connection on the two sides of the described first vertical steel ribs of the first anchoring section described in Ying Yu and described second anchoring section
There is described anchoring bolt.
Vertically connect on described first level steel flange plate corresponding to described first anchoring section and described second anchoring section
There is described anchoring bolt.
Offer through hole corresponding in the described first vertical steel ribs between described power consumption bolt and/or described anchoring bolt.
Described power consumption bolt, described anchoring bolt and described through hole are in that decile is arranged respectively；Described power consumption bolt is in be easy to deformation consumption
The elongate of energy, the draw ratio of described anchoring bolt is less than described power consumption bolt.
Each described compound stirrup includes a square u stirrup and two rectangular u stirrups, described two rectangular u stirrup edges
The width of described first level steel flange plate is set up in parallel, and two described rectangular u stirrups are respectively arranged on described first and erect
To the both sides of steel ribs, described square u stirrup is adjacent with described rectangular u stirrup is fixed together, and described square u stirrup
It is fixed between the described first vertical steel ribs and described second vertical steel ribs.
Described vertical muscle between described first level steel flange plate and described second horizontal steel flange plate, described compound hoop
Muscle is in closed circular, and compound stirrup described in plural groups penetrates from one end of described vertical muscle respectively, and fixes colligation in decile in institute
State the position that vertical muscle corresponds to described power consumption section.
Two sides corresponding to the described first vertical steel ribs of described power consumption section are the rough interfaces with power consumption function
Or coating interface, described coating interface adopts viscous Energy dissipating material.
A kind of processing method of the shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance, comprises the steps：
1) power consumption bolt, the first anchoring bolt and second anchoring bolt of complex root are prepared；The vertical muscle of complex root and answering of plural groups
Close stirrup；Prepare to be respectively classified into first level steel flange plate, second water of the first anchoring section, power consumption section and the second anchoring section simultaneously
Flat steel flange plate, the first vertical steel ribs and the second vertical steel ribs；
2) in step 1) in the first vertical steel ribs and the second vertical steel ribs on open up through hole respectively；
3) in step 2) in opened up through hole first, second vertical steel ribs correspond to power consumption section part carry out interface
Process；
4) by step 1) in first level steel flange plate and step 2) in complete the first vertical steel ribs of interface processing
Welding forms the first T-steel component, by step 1) in the second horizontal steel flange plate and step 2) in complete the of interface processing
Two vertical steel ribs welding form the second T-steel component；
5) in step 4) the first T-steel component of gained and the second T-steel component correspond to the part of power consumption section and weld respectively
Connect step 1) in power consumption bolt, corresponding to portion's respectively welding step 1 of the first anchoring section and the second anchoring section) in the first anchoring
Bolt and the second anchoring bolt；Wherein, the power consumption bolt of complex root and the first anchoring bolt be respectively perpendicular be connected to the first vertical steel ribs or
The two sides of the second vertical steel ribs, the second anchoring bolt of complex root is respectively perpendicular and is connected to first level steel flange plate or second
Horizontal steel flange plate；
6) by step 5) the first T-steel component of gained and the second T-steel component go to upper and lower position correspondence and be positioned over machine table
On, then by step 1) in vertical muscle and compound stirrup be positioned between first, second T-steel component, vertical muscle is parallel to a T
Steel section member or the second T-steel component, compound stirrup is perpendicular to the first T-steel component or the second T-steel component；
7) to step 6) in first, second T-steel component correspond to the part of power consumption section and carry out concreting, being formed will
The appropriate section cladding of compound stirrup and vertical muscle reinforced concrete member in the inner.
In above-mentioned steps 6) in, compound stirrup penetrates from one end of vertical muscle respectively, and fixes colligation in decile in vertical muscle pair
Should be in the position of power consumption section, the rectangular u stirrup of two in every group of compound stirrup is respectively side by side located at the first vertical steel ribs or the
The both sides of two vertical steel ribs, the square u stirrup in every group of multiple stirrup is located at the first vertical steel ribs and the second vertical steel ribs
Between, then rectangular u stirrup, square u stirrup and vertical muscle are interfixed together with colligation, and then complete vertical muscle and compound hoop
The positioning of muscle.
After said structure, the first T-steel component and the second T-steel component adopt separation design, upper and lower not phase
Even, compared with traditional technology, significantly solve conventional combination coupling beam steel beam column partial segmentation precast concrete soil block destruction group
Close the problem of coupling beam globality.Innovatively utilize the first T-steel component, the second T-steel component bending resistance, using armored concrete structure
Part shearing resistance is it is achieved that the stress of " curved, cut separate " is envisioned.And the present invention has power consumption bolt, in case interface sliding power consumption.So this
Invention has good bending resistance, shearing resistance, anti-seismic performance, is that building engineering field proposes a kind of self adaptation being applied to different operating modes
Composite coupling beams.And stress performance of the present invention is reliable, meets conceptual design theory, can prefabrication and assembly construction, install efficiently.
Further, for realizing " two benches " stress, the present invention is in the first vertical steel ribs and the second vertical steel ribs
Open up through hole and form rigid shear connector, i.e. PBL shear connector, and weld power consumption bolt and the first anchoring bolt between through hole as flexibility
Shear connector.Due to the different shear connector of both rigid, even if also can achieve accordingly not under the effect of different earthquake intensity
With the purpose of stress and power consumption mechanism, and then reduce earthquake to destruction of building frame etc..So, using " two benches " stress
Design concept.Can achieve the change of the force-mechanism under difference relative storey displacement.
Further, the first vertical steel ribs and the second vertical two sides corresponding to power consumption section are passed through at rough interfaces
Reason or coating interface are processed, to increase its energy dissipation capacity.
Further, power consumption bolt compares that anchoring bolt is more elongated, and size is less, is easy to quick deformation power consumption.Anchoring bolt phase
Smaller than major diameter, size is larger, can increase the reliability of anchoring.
Further, two rectangular u stirrups are respectively arranged on the described first vertical steel ribs or the second vertical steel ribs
Both sides, square u stirrup is fixed between the first vertical steel ribs and the second vertical steel ribs.To strengthen middle part reinforcing bar to mix with this
Coagulate the intensity of soil component, and improve the globality of composite coupling beams and sent out with the phenomenon preventing cleavage fracture from finally losing combined effect
Raw.
Brief description
Fig. 1 is the schematic elevation view (non-casting concrete) of the present invention；
Fig. 2 is the A-A sectional view of structure shown in Fig. 1 in the present invention；
Fig. 3 is the B-B sectional view of structure shown in Fig. 1 in the present invention；
Fig. 4 is the structural representation (non-casting concrete) of the present invention；
Fig. 5 is the structural representation (casting concrete) of the present invention.
In figure：
First T-steel component -1；First level steel flange plate -11；
First vertical steel ribs -12；Second T-steel component -2；
Power consumption bolt -3；First anchoring bolt -4；
Through hole -5；Reinforced concrete member -6；
Vertical muscle -61；Plural groups compound stirrup -62；
Rectangular u stirrup -621；Square u stirrup -622；
Second anchoring bolt -7.
Specific embodiment
In order to technical scheme is explained further, the present invention is explained in detail below by specific embodiment
State.
As Figure 1-5, the shockproof self-adaptation type composite coupling beams of a kind of bending resistance of present invention shearing resistance, mix including steel beam column and reinforcing bar
Solidifying soil component 6.Described steel beam column include by the first T-steel component 1 of welding manner integrally connected, the second T-steel component 2,
Power consumption bolt 3, the first anchoring bolt 4 and the second anchoring bolt 7.First anchoring bolt 4 can be identical with the structure of the second anchoring bolt 7.
First T-steel component 1 is identical with the second T-steel component 2 structure, goes to upper and lower position and separates and be oppositely arranged.First T
Steel section member 1 includes first level steel flange plate 11 and the first vertical steel ribs 12, and the first vertical steel ribs 12 are vertically connected at
The position of center line along its length, the cross section t shape of the first T-steel component 1 on first level steel flange plate 11.Second
T-steel component 2 includes the second horizontal steel flange plate and the second vertical steel ribs.Second vertical steel ribs are vertically connected at the second water
The position of center line along its length, the cross section t shape of the second T-steel component 2 on flat steel flange plate.
As reference azimuth, direction shown in A-A is left and right directions in orientation shown in Fig. 1, and direction shown in B-B is upper and lower
It is respectively provided with the first anchoring section, the second anchoring section and power consumption section to, the first T-steel component 1 and the second T-steel component 2, wherein,
, relatively located at left side, the second anchoring section is relatively located at right side, middle part relatively between left and right side for the section that consumes energy for first anchoring section
Position.First anchoring section and the second anchoring section are to stretch into wall limb in order to the part anchoring.First anchoring section and the second anchoring section
Similar length or equal, and be adapted with the thickness of corresponding wall limb respectively.
After monolithic architecture force analysis, the first vertical steel ribs 12 correspond to the first anchoring section and the second anchoring section
Setting complex root symmetrical on the horizontal level respectively power consumption bolt 3 on partial two sides.First vertical steel ribs 12 correspond to
Setting complex root the first anchoring bolt 4 symmetrical on the horizontal level respectively on the two sides of part of power consumption section, this bolt 3 He of consuming energy
This first anchoring bolt 4 is respectively perpendicular the two sides being connected to the first vertical steel ribs 12.Preferably, located at same side and same
This power consumption bolt 3 of the complex root of section or this first anchoring bolt 4 are in that decile is arranged.Second vertical steel ribs correspond to the first anchoring
On the two sides of part of section and the second anchoring section, setting complex root symmetrical on the horizontal level respectively power consumption bolt 3, corresponds to
Setting complex root the first anchoring bolt 4 symmetrical on the horizontal level respectively on the two sides of the second vertical steel ribs of power consumption section,
This power consumption bolt 3 and this first anchoring bolt 4 are respectively perpendicular the two sides being connected to the second vertical steel ribs, this first anchoring bolt 4
It is respectively perpendicular the two sides being connected to the second vertical steel ribs.Preferably, located at same side and the complex root of same section
This power consumption bolt 3 or this first anchoring bolt 4 are in that decile is arranged.First vertical steel ribs 12 and the second vertical steel ribs are respectively above-mentioned
The through hole 5 of toroidal is opened up between adjacent power consumption bolt 3 and/or the first anchoring bolt 4.
Meanwhile, first level steel flange plate 11 corresponds to the part of the first anchoring section and the second anchoring section to deviate from first vertical
The surface of steel ribs 12 is provided with the second anchoring bolt 7 of complex root, and the second anchoring bolt 7 of complex root is all vertically connected at the first water
Flat steel flange plate 11, and it is in that decile is arranged.Second horizontal steel flange plate corresponds to the portion of the first anchoring section and the second anchoring section
The surface deviating from the described second vertical steel ribs is divided to be provided with the second anchoring bolt 7 of complex root, the second anchoring bolt 7 of complex root is equal
It is vertically connected at the second horizontal steel flange plate, and it is in that decile is arranged.First vertical steel ribs 12 and the second vertical steel ribs with
The mode opening up through hole 5 forms rigid shear connector, i.e. PBL shear connector, and this PBL shear connector is as rigid connector in thin tail sheep
In the case of can resist interface shear stress.The both sides of the first vertical steel ribs 12 and the second vertical steel ribs are equipped with power consumption bolt 3 and the
One anchoring bolt 4, first level steel flange plate 11 and the second horizontal steel flange plate are equipped with the second anchoring bolt 7.Power consumption bolt 3, first
As flexible connecting member, anchoring bolt 4 and the second anchoring bolt 7 can ensure that in the case of big relative storey displacement the interface of the present invention is firm,
And resist interface shear stress.And then, the present invention finally can be reached using different shear connector opposing interface shear stresses under different relative storey displacements
To the purpose realizing " two benches " stress in building.First vertical steel ribs 12 correspond to the two sides of the part of power consumption section respectively
Do interface processing, to increase its energy dissipation capacity.The preferred mode of interface processing is coarse process or coating treatment, this coating
Using row viscous Energy dissipating material commonly used in the trade.In the present invention, the first anchoring bolt 4 is respectively arranged on first, second vertical steel ribs
Two sides, meanwhile, the second anchoring bolt 7 is respectively arranged on first, second horizontal steel flange plate, with this guarantee the present invention anchoring
Steadiness, it is to avoid there is a possibility that conventional steel bar concrete coupling beam such as occurs the failure mode of the vertical sliding in end.The present invention
In, the shape of through hole 5, size and open up position and can adjust according to actual conditions.
The complex root that reinforced concrete member 6 includes matching indulges muscle 61 and plural groups compound stirrup 62.Complex root vertical
Muscle 61 is horizontally placed between first level steel flange plate 11 and the second horizontal steel flange plate respectively, and with the first level steel edge of a wing
Plate 11 is parallel respectively with the second horizontal steel flange plate.Preferably, reinforced concrete member 6 has 12 vertical muscle 61, is divided into four
Horizontal plane is arranged, and the quantity along the vertical muscle 61 on the different level of B-B direction is followed successively by 4,2,2,4, and is arranged symmetrically.This
In invention, the quantity of vertical muscle 61 and deployment scenarios can adjust according to actual conditions, and here does not limit.
Each group compound stirrup 62 includes two rectangular u stirrups 621 and a square u stirrup 622 respectively, and it is along B-B side
To height and the distance between first level steel flange plate 11 and second horizontal steel flange plate be adapted, its width and first perpendicular
To steel ribs 12 and first level steel flange plate 11 side along the distance between be adapted.And two rectangular u stirrups 621 are respectively
Side by side located at the both sides of the vertical steel ribs of the first vertical steel ribs 12 or the second.Square u stirrup 622 along B-B direction height and
First vertical steel ribs 12 and the second vertical steel ribs relative and close side along the distance between be adapted, its width and the
The width of the horizontal steel flange plate of one horizontal steel flange plate 11 or the second is adapted.The square u stirrup 622 of each group compound stirrup 62
Adjacent with rectangular u stirrup 621 be fixed together, and rectangular u stirrup 621 and square u stirrup 622 have overlay segment.Square
U stirrup 622 is fixed between the first vertical steel ribs 12 and the second vertical steel ribs.Reinforced concrete member 6 is along vertical muscle 61
Length direction arranges the compound stirrup 62 of plural groups.Preferably, the compound stirrup 62 of plural groups is in that decile is arranged.In the present invention,
The two ends of vertical muscle 61 extend respectively to the first anchoring section and the second anchoring section, the length of vertical muscle 61 can with the first T-steel component 1 or
Second T-steel component 2 is adapted.Compound stirrup 62 is in closed circular, and plural groups compound stirrup 62 is respectively from one end of vertical muscle 61
Penetrate, and move horizontally suitable distance, fixing colligation corresponds to the position of power consumption section in vertical muscle 61 in decile.And then, vertical muscle 61
Complete to position with compound stirrup 62.
Additionally, first level steel flange plate 11 corresponds to the part of power consumption section and the second horizontal steel flange plate corresponds to power consumption
Section part between poured concrete, this concreting is coated on outside vertical muscle and compound stirrup, and be fixed on the first water
Flat steel flange plate 11 corresponds to the part of power consumption section and the second horizontal steel flange plate corresponds to the vertical muscle 61 between power consumption section part
It is collectively forming prefabricated reinforced concrete member 6 with compound stirrup 62.Strengthened by the cooperation of vertical muscle 61 and compound stirrup 62
The intensity of reinforced concrete member 6, and improve the globality of the present invention to prevent cleavage fracture from finally losing showing of combined effect
As occurring.
In the present invention, power consumption bolt 3 is in elongate shape, and size is less, is easy in the case of larger destructive power produce faster shape
Become, and then dissipation energy faster, prevent monolithic architecture framework from standing coupling beam direct shearing during earthquake and destroy this brittle break
Form.And the first anchoring bolt 4 and the second anchoring bolt 7 are in order to ensure the ratio of the reliability of its anchoring, its length and diameter, that is, long
Footpath is than generally little than power consumption bolt 3.Power consumption bolt 3 and the vertical steel ribs 12 of the first anchoring bolt 4 respectively and the first and the first level steel wing
The distance between side edge of listrium 11 is adapted.
After said structure, the first T-steel component 1 and the second T-steel component 2 adopt separation design, upper and lower not phase
Even, compared with traditional technology, significantly solve conventional combination coupling beam steel beam column partial segmentation precast concrete soil block destruction group
Close the problem of coupling beam globality.Innovatively utilize the first T-steel component 1 and the second T-steel component 2 bending resistance, using reinforced concrete
The shearing resistance of native component 6 is it is achieved that the stress of " curved, cut separate " is envisioned.And the present invention has power consumption bolt 3, in case interface sliding power consumption.
So the present invention has good bending resistance, shearing resistance, anti-seismic performance, in use, steadiness is good, is that building engineering field proposes one kind
It is applied to the self adaptation composite coupling beams of different operating modes.And stress performance of the present invention is reliable, meets conceptual design theory, can prefabricated fill
Join, install efficiently.
Further, for realizing " two benches " stress, the present invention is in the first vertical steel ribs 12 and the second vertical steel ribs
On open up through hole 5 and form rigid shear connector, i.e. PBL shear connector, and welding power consumption bolt 3, the first anchoring bolt 4 and between through hole 5
Second anchoring bolt 7 is as flexible shear connector.Due to the different shear connector of both rigid, even if making in different earthquake intensity
With under also can achieve the purpose of accordingly different stress and power consumption mechanism, and then reduce earthquake to destruction of building frame etc..
It should be noted that according to different building force requests, can adjust the first vertical steel ribs 12 along B-B direction
Height, the power consumption size of bolt 3 and quantity, the size of the first anchoring bolt 4 and the second anchoring bolt 7 and quantity, and the number of through hole 5
Amount size etc..Meanwhile, power consumption bolt 3, the first anchoring bolt 4, the second anchoring bolt 7 and through hole 5 arrangement all can equidistant from distance or root
Adjust spacing according to actual conditions, the peg corresponding to different sections can be in each that decile is arranged, or the first T-steel component 1 He
The spacing of the peg of the second T-steel component 2 is all equal.
A kind of processing method of the shockproof self-adaptation type composite coupling beams of present invention bending resistance shearing resistance, can perform the following steps successively：
1) to will be prefabricated composite coupling beams carry out force analysis, determine power consumption bolt, the first anchoring bolt, the second anchoring bolt and
The quantity of through hole and distributing position；Determine simultaneously and indulge quantity and layout pitch of muscle and compound stirrup etc., every group of compound stirrup bag
Include two rectangular u stirrups and a square u stirrup；
2) prepare the steel part of equal length, including first level steel flange plate, the second horizontal steel flange plate, the first vertical steel
Floor and the second vertical steel ribs；Above-mentioned steel part is divided into respectively successively the first anchoring section, power consumption section and the second anchoring section, and makees
Corresponding segmentation markers；Preparation process 1) in determine the power consumption bolt of complex root, the first anchoring bolt and the second anchoring bolt；Meanwhile,
Preparation process 1) in the complex root that determines indulge muscle and plural groups stirrup；
3) in step 2) in the first vertical steel ribs and the second vertical steel ribs on open up step 1 respectively) in design
Through hole；
4) in step 3) in opened up the first vertical steel ribs of through hole and the second vertical steel ribs correspond to step 2) in
The two sides of the part of power consumption section carry out interface processing respectively, and the method for interface processing can adopt at coarse process or coating
Reason, wherein, coating adopts viscous Energy dissipating material；
5) by step 2) in first level steel flange plate and step 4) in complete the first vertical steel ribs of interface processing
Welding forms the first T-steel component；By step 2) in the second horizontal steel flange plate and step 4) in complete the of interface processing
Two vertical steel ribs welding form the second T-steel component, and the first T-steel component and the second T-steel element cross-section are in T respectively
Shape；
6) in step 5) the first T-steel component of gained and the second T-steel component correspond to the part of power consumption section and weld respectively
Connect for power consumption step 2) in power consumption bolt, the portion corresponding to the first anchoring section and the second anchoring section is respectively welded for anchoring
Step 2) in the first anchoring bolt and the second anchoring bolt；Wherein, the power consumption bolt of complex root and the first anchoring bolt are respectively perpendicular even
It is connected to the first vertical steel ribs or the two sides of the second vertical steel ribs, the second anchoring bolt of complex root is respectively perpendicular and is connected to
One horizontal steel flange plate or the second horizontal steel flange plate deviate from the first vertical steel ribs or the surface of the second vertical steel ribs；
7) by step 6) the first T-steel component of gained and the second T-steel component go to upper and lower that position separates and correspondence is positioned over
In machine table；
8) by step 2) in complex root vertical muscle by step 1) in the distributing position of design be arranged in step 7) in the
Between the first level steel flange plate of one T-steel component and the second horizontal steel flange plate of the second T-steel component, plural groups step
2) compound stirrup in penetrates from one end of vertical muscle respectively, and corresponds to the position of power consumption section in vertical muscle in decile colligation, every group
Two rectangular u stirrups in multiple stirrup are respectively side by side located at the both sides of the first vertical steel ribs or the second vertical steel ribs, square
U stirrup is fixed between the first vertical steel ribs and the second vertical steel ribs, then by rectangular u stirrup, square u stirrup and
The fixing colligation of vertical muscle together, and then completes to indulge the positioning of muscle and compound stirrup, and wherein, vertical muscle is parallel to the first T-steel component
Or the second T-steel component, compound stirrup is perpendicular to the first T-steel component or the second T-steel component；
9) to step 8) in first, second T-steel component correspond to the part of power consumption section and carry out concreting, being formed will
The appropriate section cladding of compound stirrup and vertical muscle reinforced concrete member in the inner.
It should be noted that for step 9) in concreting, can complete processing factory is prefabricated, and then formed
A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance, standby.Additionally, the processing sequence of above-mentioned procedure of processing can be according to reality processing
Situation and adjust.
After this processing method, because composite coupling beams can be prefabricated in processing factory, so its process can be preferable
Control, and then the accuracy processed is higher, quality is preferable.And it is in the building construction process in later stage, directly use can be assembled,
Site operation efficiency high.
The product form of above-described embodiment and accompanying drawing the non-limiting present invention and style, any art common
Suitable change or modification that technical staff is done to it, all should be regarded as the patent category without departing from the present invention.
Claims (10)
1. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance it is characterised in that：Including steel beam column and reinforced concrete member,
Described steel beam column include integral type connection the first T-steel component, the second T-steel component, power consumption bolt, the first anchoring bolt and second
Anchoring bolt, described first T-steel component is identical with described second T-steel element structure, goes to upper and lower position and separates and be oppositely arranged；
Described first T-steel component and the second T-steel component are respectively provided with the first anchoring section of corresponding setting, the second anchoring section
With power consumption section, described power consumption section is between described first anchoring section and described second anchoring section；Described reinforced concrete member
Corresponding to described power consumption section setting, indulge muscle and plural groups compound stirrup including the complex root being integrally fixed, and pour cladding
Concrete outside described vertical muscle and described compound stirrup, wherein, described vertical muscle parallel located at described first T-steel component and institute
State between the second T-steel component, the fixing colligation of described compound stirrup corresponds to the position of described power consumption section in described vertical muscle.
2. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance according to claim 1 it is characterised in that：Described first
T-steel component includes first level steel flange plate and the first vertical steel ribs of perpendicular connection, described first T-steel component
Cross section t shape, described second T-steel component includes the second horizontal steel flange plate and the second vertical steel rib of perpendicular connection
Plate.
3. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance according to claim 2 it is characterised in that：Described power consumption
Bolt is respectively perpendicular and is connected on the two sides of part corresponding to described power consumption section for the described first vertical steel ribs；Described first anchor
Gu bolt is respectively perpendicular is connected to the portion that the described first vertical steel ribs correspond to described first anchoring section and described second anchoring section
On the two sides divided.
4. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance according to claim 2 it is characterised in that：Described second
Anchoring bolt is vertically connected at the portion that described first level steel flange plate corresponds to described first anchoring section and described second anchoring section
Point.
5. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance according to claim 1 it is characterised in that：Corresponding to institute
State and offer through hole in the described first vertical steel ribs between power consumption bolt and/or described first anchoring bolt.
6. the shockproof self-adaptation type composite coupling beams of a kind of bending resistance shearing resistance according to any one of claim 1-5 it is characterised in that：
Described power consumption bolt, described first anchoring bolt, described second anchoring bolt and described through hole are in that decile is arranged respectively；Described power consumption bolt be in
It is easy to the elongate of deformation power consumption, the draw ratio of described first anchoring bolt and described second anchoring bolt is all little than described power consumption bolt.
7. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance according to claim 2 it is characterised in that：Each described multiple
Close stirrup and include a square u stirrup and two rectangular u stirrups, described two rectangular u stirrups are along the described first level steel wing
The width of listrium is set up in parallel, and two described rectangular u stirrups are respectively arranged on the both sides of the described first vertical steel ribs,
Described square u stirrup is adjacent with described rectangular u stirrup is fixed together, and described pros u stirrup to be fixed on described first perpendicular
To between steel ribs and described second vertical steel ribs.
8. a kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance according to claim 2 it is characterised in that：Described first
The two sides that vertical steel ribs correspond to the part of described power consumption section are rough interfaces or the coating interface with power consumption function,
Described coating interface adopts viscous Energy dissipating material.
9. a kind of processing method of the shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance is it is characterised in that comprise the steps：
1) power consumption bolt, the first anchoring bolt and second anchoring bolt of complex root are prepared；The vertical muscle of complex root and the compound hoop of plural groups
Muscle；Prepare to be respectively classified into first level steel flange plate, the second horizontal steel of the first anchoring section, power consumption section and the second anchoring section simultaneously
Flange plate, the first vertical steel ribs and the second vertical steel ribs；
2) in step 1) in the first vertical steel ribs and the second vertical steel ribs on open up through hole respectively；
3) in step 2) in opened up through hole first, second vertical steel ribs correspond to power consumption section part carry out interface
Reason；
4) by step 1) in first level steel flange plate and step 3) in complete the first vertical steel ribs welding of interface processing
Form the first T-steel component, by step 1) in the second horizontal steel flange plate and step 3) in complete interface processing second erect
Weld to steel ribs and form the second T-steel component；
5) in step 4) the first T-steel component of gained and the second T-steel component correspond to the part of power consumption section and be respectively welded step
Power consumption bolt in rapid 1), corresponding to portion's respectively welding step 1 of the first anchoring section and the second anchoring section) in the first anchoring bolt with
Second anchoring bolt；Wherein, the power consumption bolt of complex root and the first anchoring bolt are respectively perpendicular and are connected to the first vertical steel ribs or second
The two sides of vertical steel ribs, the second anchoring bolt of complex root is respectively perpendicular and is connected to first level steel flange plate or the second level
Steel flange plate deviates from the first vertical steel ribs or the surface of the second vertical steel ribs；
6) by step 5) the first T-steel component of gained and the second T-steel component go to upper and lower position correspondence and be positioned in machine table,
Then by step 1) in vertical muscle and compound stirrup be positioned between first, second T-steel component, vertical muscle is T-shaped parallel to first
Steel beam column or the second T-steel component, compound stirrup is perpendicular to the first T-steel component or the second T-steel component；
7) to step 6) in first, second T-steel component correspond to power consumption section part carry out concreting, formation will be combined
The appropriate section cladding of stirrup and vertical muscle reinforced concrete member in the inner.
10. the processing method of the shockproof self-adaptation type composite coupling beams of a kind of bending resistance shearing resistance according to claim 9, its feature exists
In：
In above-mentioned steps 6) in, compound stirrup penetrates from one end of vertical muscle respectively, and fixing colligation corresponds in vertical muscle in decile
The position of power consumption section, the rectangular u stirrup of two in every group of compound stirrup is perpendicular located at the first vertical steel ribs or second side by side respectively
To the both sides of steel ribs, square u stirrup in every group of multiple stirrup located at the first vertical steel ribs and the second vertical steel ribs it
Between, then rectangular u stirrup, square u stirrup and vertical muscle are interfixed together with colligation, and then complete vertical muscle and compound stirrup
Positioning.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610938725.4A CN106437027B (en) | 2016-10-25 | 2016-10-25 | A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance and processing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610938725.4A CN106437027B (en) | 2016-10-25 | 2016-10-25 | A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance and processing method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106437027A true CN106437027A (en) | 2017-02-22 |
| CN106437027B CN106437027B (en) | 2019-01-04 |
Family
ID=58179117
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610938725.4A Active CN106437027B (en) | 2016-10-25 | 2016-10-25 | A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance and processing method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106437027B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109522594A (en) * | 2018-10-15 | 2019-03-26 | 南昌大学 | A kind of beam body unilateral side jacking modulus type expansion joint anchorage zone concrete force analysis method |
| CN114411975A (en) * | 2022-02-13 | 2022-04-29 | 重庆交通大学 | Composite bolt shear key structure |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003090082A (en) * | 2001-09-18 | 2003-03-28 | Shimizu Corp | Boundary beam damper |
| CN203547017U (en) * | 2013-10-22 | 2014-04-16 | 湖北弘毅建设有限公司 | Long-span pre-stressing I-shaped steel reinforced concrete superposed beam |
| CN104251039A (en) * | 2013-06-29 | 2014-12-31 | 清华大学 | Steel-reinforced concrete-steel beam mixed connecting beam and construction method thereof |
| CN204199537U (en) * | 2014-11-13 | 2015-03-11 | 中国建筑西北设计研究院有限公司 | A kind of assembled steel and concrete combination beam |
| CN204609123U (en) * | 2015-03-03 | 2015-09-02 | 杭州铁木辛柯钢结构设计有限公司 | A kind of Steel concrete compound beam structure |
| CN206477499U (en) * | 2016-10-25 | 2017-09-08 | 华侨大学 | A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance |
-
2016
- 2016-10-25 CN CN201610938725.4A patent/CN106437027B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003090082A (en) * | 2001-09-18 | 2003-03-28 | Shimizu Corp | Boundary beam damper |
| CN104251039A (en) * | 2013-06-29 | 2014-12-31 | 清华大学 | Steel-reinforced concrete-steel beam mixed connecting beam and construction method thereof |
| CN203547017U (en) * | 2013-10-22 | 2014-04-16 | 湖北弘毅建设有限公司 | Long-span pre-stressing I-shaped steel reinforced concrete superposed beam |
| CN204199537U (en) * | 2014-11-13 | 2015-03-11 | 中国建筑西北设计研究院有限公司 | A kind of assembled steel and concrete combination beam |
| CN204609123U (en) * | 2015-03-03 | 2015-09-02 | 杭州铁木辛柯钢结构设计有限公司 | A kind of Steel concrete compound beam structure |
| CN206477499U (en) * | 2016-10-25 | 2017-09-08 | 华侨大学 | A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109522594A (en) * | 2018-10-15 | 2019-03-26 | 南昌大学 | A kind of beam body unilateral side jacking modulus type expansion joint anchorage zone concrete force analysis method |
| CN109522594B (en) * | 2018-10-15 | 2023-04-18 | 南昌大学 | Method for analyzing concrete stress of beam body single-side jacking modulus type expansion joint anchoring area |
| CN114411975A (en) * | 2022-02-13 | 2022-04-29 | 重庆交通大学 | Composite bolt shear key structure |
| CN114411975B (en) * | 2022-02-13 | 2023-11-07 | 重庆交通大学 | Structure of composite bolting shear key |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106437027B (en) | 2019-01-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106869316B (en) | The beam column edge of a wing is the group frame system and construction method of concrete filled steel tube | |
| CN107975160B (en) | Shear wall structure with lateral connecting key groove, manufacturing and assembling method | |
| KR20060052720A (en) | Constructing the large-span self-braced building of composite load-bearing wall-panels and floors | |
| CN107401217B (en) | A kind of beamless hollow floor-chamber concrete-filled steel tube shear wall combined structure system and method | |
| CN108612254A (en) | A kind of prefabricated panel and its connection structure and its construction method | |
| CN109057004A (en) | A kind of assembled steel-Combined concrete frame and its connection installation method | |
| CN208363404U (en) | A kind of prefabricated panel and its connection structure | |
| CN103850363A (en) | Prefabricated through hole assembly type reinforced concrete shear wall and construction method of prefabricated through hole assembly type reinforced concrete shear wall | |
| CN110748077A (en) | Prestressed truss wallboard, wall body manufactured by using wallboard and manufacturing method of wall body | |
| CN109779114A (en) | A kind of monoblock type folding plate combined beam | |
| CN109594649A (en) | A kind of assembled integral shear wall architectural construction and its construction method | |
| CN104929279B (en) | Pre-cast shear wall vertical rebar centralized restraint lap joint construction | |
| CN108755962A (en) | A kind of partial precast assembly hollow profile steel concrete hollow column and construction method | |
| CN205617552U (en) | Assembled integrated configuration | |
| CN106437027A (en) | Anti-bending shear-resistant anti-vibration self-adaptive type combined connecting beam and processing method thereof | |
| CN104631629A (en) | Assembling type frame structure | |
| CN106760036A (en) | A kind of prefabricated steel combined concrete shear wall | |
| CN113026993B (en) | Assembly type combined connecting beam window opening component, structure and manufacturing and construction method | |
| CN106869326A (en) | Frame system and construction method that hollow steel tube concrete integral node is constituted | |
| CN206477499U (en) | A kind of shockproof self-adaptation type composite coupling beams of bending resistance shearing resistance | |
| CN103967129A (en) | Combination column and combination beam frame with internally-arranged pipe high-strength concrete core columns and construction method thereof | |
| CN208578226U (en) | A kind of modular unit transverse connection structure | |
| CN110130485A (en) | A kind of prefabricated assembled bean column node and its assembly method with tooth plate | |
| CN215106427U (en) | Hollow superimposed sheet of enhancement steel pipe truss prestressing force | |
| CN215926271U (en) | Precast concrete beam column connected node structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |