CN206128294U - Shake interchangeable upper end in back suspension type steel frame power consumption beam column node - Google Patents
Shake interchangeable upper end in back suspension type steel frame power consumption beam column node Download PDFInfo
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- CN206128294U CN206128294U CN201621167001.6U CN201621167001U CN206128294U CN 206128294 U CN206128294 U CN 206128294U CN 201621167001 U CN201621167001 U CN 201621167001U CN 206128294 U CN206128294 U CN 206128294U
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Abstract
The utility model provides a shake interchangeable upper end in back suspension type steel frame power consumption beam column node, include the I -shaped girder steel of cantilever section, the I -shaped girder steel of interlude and prevent bucking power consumption connecting piece, prevent bucking power consumption connecting piece respectively with the I -shaped girder steel of cantilever section, the I -shaped girder steel fixed connection of interlude, prevent the bucking power consumption connecting piece symmetrical web both sides that set up at I -shaped girder steel of cantilever section and the I -shaped girder steel of interlude respectively. I -shaped steel column is installed at beam column node area, the top flange of I -shaped girder steel of cantilever section and the I -shaped girder steel of interlude surface and concrete slab rigid coupling, and the last light weight wallboard who takes the window that installs of concrete slab, it is gapped between light weight wallboard and I -shaped steel column, the I -shaped girder steel of cantilever section and the I -shaped girder steel of interlude. The utility model provides a shake interchangeable upper end in back suspension type steel frame power consumption beam column node neither influences building service function, easily shakes the back again and restores, can effectively reduce the fracture degree of floor in the earthquake simultaneously.
Description
Technical field
The utility model is related to cushion technique field, more particularly, to interchangeable upper end suspension type steel frame after a kind of shake
Energy-dissipation beam column node.
Background technology
Energy-dissipating and shock-absorbing is to reduce earthquake response of the major structure of construction under earthquake at present and prevent its no collapsing with strong earthquake most
One of effective means. the mode of energy-dissipating and shock-absorbing mainly has two kinds:A kind of is by setting extra energy-consumption damper dissipation seismic energy
Amount, and the position for arranging typically is confined between the beam column standard width of a room in an old-style house, power consumption is realized by the relative deformation of floor gap, such as Fig. 1
Shown in A, B, C, dissipative cell is respectively metal damper 1, bracing frame 2, viscous damper 3 and buckling-restrained energy-dissipation damping
Device 4；Another kind is to form plastic hinge power consumption by structural elements (beam-ends) surrender, as shown in the D of Fig. 1, including beam-ends plasticity consumption
Can area 5.Both power consumption modes are respectively present problems with：There is large bay or big door and window etc. firstly, for some requirements
Using the building of function, this class mode that energy-consumption damper is arranged in the beam column standard width of a room in an old-style house will influence whether that what is built normally uses
Function；Secondly, find in the northern ridge earthquake in the U.S. in 1994 and the Japanese Osaka-Kobe earthquake of nineteen ninety-five, traditional beam column edge of a wing
The rigid joint form of welding as Figure 2-3, wherein mainly include girder steel 6 and steel column 7, however, its beam-ends plastic hinge power consumption
Mechanism cannot realize often the low-cycle fatigue fracture of weld seam occurring first because beam-ends weld stress is concentrated.Based on this, people
Propose by " dog bone type " node again as illustrated in figures 4-5, it is different including I-shaped steel column 7 and traditional i section steel beam 6
Plasticity power consumption region 8, beam-ends region is carried out local weakening so that plastic zone is transferred to section by beam-ends position while welding is cut
Weak region.Although the mode of this beam-ends plastic zone transfer can avoid beam-ends welding seam breaking, yet suffer from being repaiied after shake
Multiple problem, after big shake, after engineering staff must re-replace to the Vierendeel girder that has occurred and that beam-ends Plastic Damage,
Original building can normally come into operation, and both bring difficulty to repairing after shake, and the massive losses of national economy can be caused again, therefore
It is very uneconomic by way of agent structure component (beam-ends) develops plasticity power consumption.
With the release of national " 13 " planning, specify that will implement the application for promoting steel construction in construction field, its
Middle development steel house is to improve civil buildings anti-seismic performance, solve the Important Action of steel construction production capacity surplus.However, steel knot
Structure premises arranges the partition wall of comparatively dense, and partition wall thickness requires that the relatively thin building bigger with offer uses space, the position of door and window
Put and its size also needs to meet the use requirement of user, therefore application of traditional energy-consumption damper in steel house is by face
Face bigger restriction；Additionally, steel house inside population is more intensive, therefore it is required that building has the convenient work(repaired after shake
Can with fast quick-recovery normal life order, if traditional beam-ends plastic hinge consume energy by way of, engineering staff be difficult to after shake into
Access customer unit enters the overall replacement of cross girders and floor, and the cycle that original building puts back into also is delayed significantly.Finally, steel
The beam top of structure house is integrally formed by the way that peg is cast-in-place with concrete floor, and natural axis of the beam under hogging moment effect
Inside web, therefore hogging moment can be caused to act on the serious cracking of lower floor, need to be the floor near bean column node region
Local destroys and again cast-in-place concrete floor just can put back into, and is that the quick reparation of monolithic architecture after shake brings larger
It is difficult.Based on this, the utility model proposes interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake.
Utility model content
The purpose of this utility model is to provide interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake, can
Largely solve to affect building to use function, be not easy to be repaired after shake, the big problem of cracking degree of the floor in earthquake.
Interchangeable upper end suspension type steel frame energy-dissipation beam column node after the shake that the utility model is provided, including：Cantilever segment
I section steel beam, interlude i section steel beam and anti-buckling energy-consumption connector；
The anti-buckling energy-consumption connector is fixedly connected respectively with cantilever segment i section steel beam, interlude i section steel beam；
The anti-buckling energy-consumption connector is symmetrically arranged at cantilever segment i section steel beam and interlude i section steel beam
Web both sides.
Further, the anti-buckling energy-consumption connector includes central layer, spacing steel plate, constraint steel plate and junction steel plate；
The central layer includes the first central layer and the second central layer, and first central layer is fixed in the abdomen of cantilever segment i section steel beam
On plate, second central layer is fixed on interlude i section steel beam, and first central layer is weldingly connected with the second central layer, described
Junction steel plate is symmetrically fixed in the upper and lower end face of the upper and lower end face in i section steel beam top flange and cantilever segment i section steel beam top flange；
The second central layer both sides are provided with the groove being engaged with spacing steel plate, and the spacing steel plate is arranged on groove,
The constraint steel plate is fitted in completely on the outer surface of the second central layer and spacing steel plate, and the spacing steel plate and constraint steel plate are affixed
On the web of interlude i section steel beam.
Further, the spacing steel plate and constraint steel plate are fixed in the web of interlude i section steel beam by bolt
On, first central layer is fixed on the web of cantilever segment i section steel beam by bolt, and second central layer is solid by bolt
It is connected on interlude i section steel beam, first central layer is weldingly connected with the second central layer by butt weld, the connection steel
Plate is fixed in the upper and lower end face of the upper and lower end face in i section steel beam top flange and cantilever segment i section steel beam top flange by bolt.
Further, also including anti-shearing connector；
The anti-shearing connector be arranged on anti-buckling energy-consumption connector top, and respectively with cantilever segment i section steel beam,
Interlude i section steel beam is fixedly connected.
Further, the anti-shearing connector includes web extension plate, side steel plate and steel plate；
The web extension plate is welded on interlude i section steel beam top flange and cantilever segment i section steel beam top flange, institute
State side steel plate and be arranged on the web extension plate both sides, the steel plate connects respectively interlude I-steel web and cantilever segment
I-steel web；
The steel plate includes the first steel plate and the second steel plate, and first steel plate and the second steel plate are weldingly connected.
Further, the web extension plate passes through fillet weld seam in interlude i section steel beam top flange and cantilever segment
I section steel beam top flange, the side steel plate and web extension plate both sides are affixed by bolt, first steel plate and the second steel
Plate is weldingly connected by butt weld.
Further, the anti-shearing connector includes web extension plate and the 3rd steel plate；
The web extension plate is welded on interlude i section steel beam top flange and cantilever segment i section steel beam top flange, institute
State the 3rd steel plate and connect interlude I-steel web and cantilever segment I-steel web respectively.
Further, the web extension plate passes through fillet weld seam in interlude i section steel beam top flange and cantilever segment
I section steel beam top flange, the 3rd steel plate is fixed in interlude I-steel web by bolt and cantilever segment is I-shaped
On steel beam web plate.
Further, the web extension plate is generally aligned in the same plane with the interlude I-steel web.
Further, also including I-shaped steel column；
The I-shaped steel column is to be rigidly connected with cantilever segment i section steel beam.
The beneficial effects of the utility model are：
Interchangeable upper end suspension type steel frame energy-dissipation beam column node after the shake that the utility model is provided, beam column energy dissipation node
Most of bolt tighten in factory, part weld seam is welded, and job site need to only tighten fraction bolt and part weld seam is entered
Row welding, job site workload greatly reduces, and the engineering time is short, simple installation, improves the efficiency of site operation installation.It is logical
Cross and web extension plate is set in beam top flange and cantilever segment and interlude webs in I-girders are carried out the construction of most of disconnection
Mode (upper end suspension), makes pivot of the beam in the case where Moment is born attached to top flange by former web type heart position transfer
Closely, beam is made both to have possessed larger shear-carrying capacity, while and the contribution that floor participates in anti-bending bearing capacity and rigidity can be reduced, make beam
End need not consider the impact of floor under positive and negative Moment, and its mechanical model is with computation model more closely, can more be defined
Really judge the surrender moment of power consumption original paper.Dissipative cell is positioned close on the web of lower flange of girder edge, apart from beam top flange
Pivot position is farther out, it is possible to provide larger anti-bending bearing capacity, and bigger axial deformation also can be obtained at dissipative cell to be needed
Ask, make dissipative cell enter surrender dissipation seismic energy earlier.
Interchangeable upper end suspension type steel frame energy-dissipation beam column node after the shake that the utility model is provided, only need to be near beam
The dissipative cell of lower flange position is changed, and original I-shaped steel column, i section steel beam, web extension plate, angle steel or
Steel plate still can be continuing with, and the floor near node region just can continue to make by repairing on a small quantity or being not required to through reparation
With, greatly accelerate shake after repair speed and save rehabilitation cost, economic benefits are very notable.
Description of the drawings
In order to be illustrated more clearly that the utility model specific embodiment or technical scheme of the prior art, below will be right
The accompanying drawing to be used needed for specific embodiment or description of the prior art is briefly described, it should be apparent that, describe below
In accompanying drawing be some embodiments of the present utility model, for those of ordinary skill in the art, do not paying creativeness
On the premise of work, can be with according to these other accompanying drawings of accompanying drawings acquisition.
Fig. 1 is the structural representation of the power consumption mode that dissipative cell and beam-ends surrender are arranged in the beam column standard width of a room in an old-style house；
Fig. 2 is the rigid structural representation of traditional beam-ends edge of a wing welding；
Fig. 3 is the A-A for being based on Fig. 2 to sectional view；
Fig. 4 is the structural representation that " dog bone type " bean column node is welded on traditional beam-ends edge of a wing；
B-B direction sectional views of the Fig. 5 based on Fig. 4；
Fig. 6 is interchangeable upper end suspension type steel frame dissipative links after the first shake that the utility model embodiment one is provided
The structural representation of Column border node；
Fig. 7 is when being based on interchangeable upper end suspension type steel frame energy-dissipation beam column node assembling after the first shake of Fig. 6
Structural representation；
Fig. 8 is interchangeable upper end suspension type steel frame dissipative links after second shake that the utility model embodiment two is provided
The structural representation of Column border node；
Fig. 9 is when interchangeable upper end suspension type steel frame energy-dissipation beam column node is assembled after second based on Fig. 8 shakes
Structural representation；
The second central layer and the structural representation of spacing steel plate that Figure 10 is provided for the utility model；
The installation of interchangeable upper end suspension type steel frame energy-dissipation beam column node after the shake that Figure 11 is provided for the utility model
Schematic diagram.
Reference：
1- metal dampers；2- bracing frames；3- viscous dampers；
4- buckling-restrained energy-dissipation dampers；5- beam-ends plasticity power consumption area；6- girder steels；
7- steel columns；8- plasticity power consumption region；
The I-shaped steel columns of 91-；92- cantilever segment i section steel beams；93- interlude i section steel beams；
94- top flanges；The anti-shearing connecting pieces of 95-；951- sides steel plate；
952- web extension plates；953- steel plates；The steel plates of 9531- first；
The steel plates of 9532- second；The steel plates of 954- the 3rd；96- anti-buckling energy-consumption connectors；
961- central layers；The central layers of 9611- first；The central layers of 9612- second；
The spacing steel plates of 962-；963- constrains steel plate；97- junction steel plates.
Specific embodiment
The technical solution of the utility model is clearly and completely described below in conjunction with accompanying drawing, it is clear that described
Embodiment is a part of embodiment of the utility model, rather than the embodiment of whole.Based on the embodiment in the utility model, this
The every other embodiment that field those of ordinary skill is obtained under the premise of creative work is not made, belongs to this practicality
Novel protected scope.
In description of the present utility model, it should be noted that term " " center ", " on ", D score, "left", "right", " perpendicular
Directly ", the orientation or position relationship of the instruction such as " level ", " interior ", " outward " is, based on orientation shown in the drawings or position relationship, to be only
For the ease of describe the utility model and simplify description, rather than indicate or imply indication device or element must have it is specific
Orientation, with specific azimuth configuration and operation, therefore it is not intended that to restriction of the present utility model.Additionally, term " the
One ", " second ", " the 3rd " are only used for describing purpose, and it is not intended that indicating or implying relative importance.
In description of the present utility model, it should be noted that unless otherwise clearly defined and limited, term " peace
Dress ", " connected ", " connection " should be interpreted broadly, for example, it may be fixedly connected, or be detachably connected, or integratedly
Connection；Can be mechanically connected, or electrically connect；Can be joined directly together, it is also possible to be indirectly connected to by intermediary,
It can be the connection of two element internals.For the ordinary skill in the art, above-mentioned art can be understood with concrete condition
Concrete meaning of the language in the utility model.
Below by specific embodiment and combine accompanying drawing the utility model is described in further detail.
Embodiment one：
Fig. 6 is interchangeable upper end suspension type steel frame dissipative links after the first shake that the utility model embodiment one is provided
The structural representation of Column border node；Fig. 7 is to be based on interchangeable upper end suspension type steel frame energy-dissipation beam column section after the first shake of Fig. 6
Decorate the structural representation of timing；The second central layer 9612 and the structure of spacing steel plate 962 that Figure 10 is provided for the utility model shows
It is intended to, as shown in Fig. 6-7,10：
Interchangeable upper end suspension type steel frame energy-dissipation beam column node cantilever beam section part bag after the shake that the present embodiment is provided
Include I-shaped steel column 91 and cantilever segment i section steel beam 92；Also include two blocks of steel plates 953 (the first steel plate 9531 and second steel plates
9532 are welded to form one block of steel plate 953 by butt weld), (the first central layer 9611 and the second central layer 9612 lead to for two pieces of central layers 961
Cross butt weld and be welded to form one piece of central layer 961) and multiple high-strength bolts.
I-shaped steel column 91 and cantilever segment i section steel beam 92 are by being rigidly connected (by welding completely or bolt weldering mixing etc.
Form)；Two blocks of steel plates 953 are symmetrical arranged the web both sides of cantilever segment i section steel beam 92, and by multiple high-strength bolts
It is fastenedly connected；Two pieces of central layers 961 are symmetrical arranged in the web both sides of cantilever segment i section steel beam 92, and by multiple high-strength bolts
It is fastenedly connected.
In the alternative of the present embodiment, interchangeable upper end suspension type steel frame energy-dissipation beam column section after the shake of the present embodiment
The middle beam section part of point includes interlude i section steel beam 93,952, two blocks of (first steel plates 9531 of steel plate 953 of web extension plate
One block of steel plate 953 is welded to form by butt weld with the second steel plate 9532), multiple high-strength bolts and two anti-buckling energy-consumptions
Connector 96；Two anti-buckling energy-consumption connectors 96 are located proximate to cantilever segment i section steel beam 92 and interlude i section steel beam
The web of 93 lower flanges, also including two pieces of central layers 961, (the first central layer 9611 and the second central layer 9612 weld group by butt weld
Into one piece of central layer 961), four blocks of spacing steel plates 962 and two pieces constraint steel plates 963.
Web extension plate 952 is welded on the centre position of top flange 94 of interlude i section steel beam 93, two blocks of side steel plates 951
It is symmetrically disposed at the both sides of web extension plate 952 and is fastenedly connected by high-strength bolt；Two blocks of steel plates 953 are symmetrically disposed at centre
The section web both sides of i section steel beam 93 are simultaneously fastenedly connected by multiple high-strength bolts.
Two anti-buckling energy-consumption connectors 96 symmetrically placed are fastenedly connected in the web both sides of interlude i section steel beam 93.
Respectively be machined with two sides of central layer 961 one with the shape identical groove of spacing steel plate 962, be provided with one in each groove
The spacing steel plate 962 of block；Two pieces of central layers 961 are symmetrically disposed at the web both sides of interlude i section steel beam 93 and by multiple high-strength spiral shells
Bolt is fastenedly connected, and two blocks of constraint steel plates 963 are individually positioned on the outer surface of corresponding central layer 961 and two blocks of spacing steel plates 962
And be close to it, the web of four blocks of spacing steel plates, 962, two blocks of constraint steel plates 963 and interlude i section steel beam 93 is by multiple
High-strength bolt is fastenedly connected.
In the alternative of the present embodiment, interchangeable upper end suspension type steel frame energy-dissipation beam column section after the shake of the present embodiment
Point includes installing the cantilever segment i section steel beam 92 of associated components, having installed the interlude i section steel beam of associated components
93, four pieces of junction steel plates 97 and multiple high-strength bolts.
Interlude i section steel beam 93 rides over the phase of top flange 94 of cantilever segment i section steel beam 92 by web extension plate 952
Answer and positioned on position, then web extension plate 952 passes through fillet weld seam with the top flange 94 of cantilever segment i section steel beam 92；Four
Block junction steel plate 97 is symmetrically disposed at the upper and lower of the top flange 94 of cantilever segment i section steel beam 92 and interlude i section steel beam 93
Both sides are simultaneously fastenedly connected by multiple high-strength bolts.Then two piece of first steel plate 9531 and two piece of second steel plate 9532 are welded respectively
Two blocks of steel plates 953 of composition are connect, by butt weld；Two piece of first central layer 9611 and two piece of second central layer 9612 are passed through respectively
Butt weld is welded to form two pieces of central layers 961.
It should be noted that anti-buckling energy-consumption connector 96, side steel plate 951, steel plate 953, first that the present embodiment is mentioned
The quantity of central layer 9611, second central layer 9612, spacing steel plate 962, constraint steel plate 963 and central layer 961 is not limited to above-mentioned pointing out
Two or two pieces, it is also possible to be set to multiple or polylith, here is not just enumerated.
The detailed description of the present embodiment can be seen that under vertical load or little shake effect with reference to more than, web extends
952, two blocks of side steel plates 951 of plate and two blocks of steel plates 953 mainly undertake the shearing of beam-ends, four pieces of junction steel plates 97 and anti-buckling energy-consumption
Connector 96 mainly undertakes beam-ends moment of flexure and keeps elasticity；Under middle shake or big shake effect, anti-buckling energy-consumption connector 96 will enter
Enter plasticity, the relative deflection stiffness of bean column node becomes soft, can reduce the geological process of structure also can earthquake energy, so as to
Make I-shaped steel column 91, cantilever segment i section steel beam 92, interlude i section steel beam 93, web extension plate 952, side steel plate 951,
Steel plate 953 and junction steel plate 97 remain elastic stage, and the anti-buckling energy-consumption that only need to be changed into mecystasis after shake connects
Fitting 96, it is easy to repair after shake, high financial profit.
Embodiment two：
Fig. 8 is interchangeable upper end suspension type steel frame dissipative links after second shake that the utility model embodiment two is provided
The structural representation of Column border node；Fig. 9 is interchangeable upper end suspension type steel frame energy-dissipation beam column section after second based on Fig. 8 shakes
Decorate the structural representation of timing；The second central layer 9612 and the structure of spacing steel plate 962 that Figure 10 is provided for the utility model shows
It is intended to, as seen in figs. 8-10：
The interchangeable frame structure that the present embodiment is provided includes cantilever segment i section steel beam 92 and interlude I-steel
Beam 93, also including two pieces of central layers 961, (the first central layer 9611 and the second central layer 9612 are welded to form one piece of central layer by butt weld
And multiple high-strength bolts 961).
The top flange 94 of cantilever segment i section steel beam 92 projects certain length (prominent length and the final gap length installed
It is identical).I-shaped steel column 91 and cantilever segment i section steel beam 92 are by being rigidly connected (by welding completely or bolt weldering mixing
Deng)；Two pieces of central layers 961 are symmetrical arranged in the web both sides of cantilever segment i section steel beam 92, and are fastened by multiple high-strength bolts
Connection.
In the alternative of the present embodiment, the middle beam section part of the interchangeable frame structure of the present embodiment includes centre
Section i section steel beam 93, multiple high-strength bolts and two anti-buckling energy-consumption connectors 96；Two anti-buckling energy-consumption connectors 96
Position at cantilever segment i section steel beam 92 and interlude i section steel beam 93, also including two pieces of (first central layers of central layer 961
9611 and second central layer 9,612 one piece of central layer 961 is welded to form by butt weld), four blocks of spacing steel plates 962 and two pieces constraint
Steel plate 963.
Anti-buckling energy-consumption connector 96 is symmetrically placed in the web both sides of interlude i section steel beam 93 and is fastenedly connected.Core
One is respectively machined with two sides of plate 961 with the shape identical groove of spacing steel plate 962, each groove is provided with one piece of limit
Position steel plate 962；Two pieces of central layers 961 are symmetrically disposed on the web both sides of interlude i section steel beam 93, and by multiple high-strength spiral shells
Bolt is fastenedly connected, and two blocks of constraint steel plates 963 are individually positioned on the outer surface of corresponding central layer 961 and two blocks of spacing steel plates 962
And be close to it, the web connection of four blocks of spacing steel plates, 962, two blocks of constraint steel plates 963 and interlude i section steel beam 93 passes through
Multiple high-strength bolts are fastenedly connected.
In the alternative of the present embodiment, the interchangeable frame structure of present embodiment includes installing associated components
Cantilever segment i section steel beam 92, installed the interlude i section steel beam 93 of associated components, two piece of the 3rd steel plate 954,
Block web extension plate 952 and multiple high-strength bolts.
Interlude i section steel beam 93 is placed into into the installation site of cantilever segment i section steel beam 92, using two piece of the 3rd steel
Plate 954 is symmetrically disposed at web both sides and the high-strength bolt positioning of cantilever segment i section steel beam 92 and interlude i section steel beam 93
It is fastenedly connected；The top flange 94 of cantilever segment i section steel beam 92 and interlude i section steel beam 93 is passed through into butt welding seam weld
Connect, and detail sanding is smooth；Web extension plate 952 is placed on into cantilever segment i section steel beam 92 and interlude i section steel beam 93
The relevant position of top flange 94, and it is logical with the top flange 94 of cantilever segment i section steel beam 92 and interlude i section steel beam 93 respectively
Cross fillet weld seam.Two piece of first central layer 9611 and two piece of second central layer 9612 are welded to form into two pieces by butt weld respectively
Central layer 961.
It should be noted that anti-buckling energy-consumption connector 96, the 3rd steel plate 954, the first central layer that the present embodiment is mentioned
9611st, the quantity of the second central layer 9612, spacing steel plate 962, constraint steel plate 963 and central layer 961 is not limited to above-mentioned two for pointing out
Or two pieces, it is also possible to multiple or polylith is set to, here is not just enumerated.
The detailed description of the present embodiment can be seen that under vertical load or little shake effect with reference to more than, web extends
952, two blocks of the 3rd steel plates 954 of plate mainly undertake the shearing of beam-ends, anti-buckling energy-consumption connector 96 mainly undertake beam-ends moment of flexure and
Keep elasticity；Under middle shake or big shake effect, anti-buckling energy-consumption connector 96 will be firm into plasticity, the relative rotation of bean column node
Degree becomes soft, can reduce the geological process of structure also can earthquake energy so that I-shaped steel column 91, cantilever segment is I-shaped
Girder steel 92 and interlude i section steel beam 93, web extension plate 952, the 3rd steel plate 954 remain elastic stage, after shake only
The anti-buckling energy-consumption element into mecystasis need to be changed, it is easy to repair after shake, it is good in economic efficiency.
Embodiment three：
The installation of interchangeable upper end suspension type steel frame energy-dissipation beam column node after the shake that Figure 11 is provided for the utility model
Schematic diagram, as shown in figure 11：I-shaped steel column 91 is arranged on beam column node area, and the floor near node region is by a small amount of reparation
Or be not required to through reparation just can be continuing with, greatly accelerate shake after repair speed and save rehabilitation cost, economic benefits ten
Divide notable, the surface of top flange 94 of cantilever segment i section steel beam 92 and interlude i section steel beam 93 is affixed with concrete slab 10,
The Light trabses 11 of window 12 are provided with concrete slab 10, Light trabses 11 are I-shaped with I-shaped steel column 91, cantilever segment
Have gap between girder steel 92 and interlude i section steel beam 93, to prevent geological process under Light trabses 11 and I-shaped steel column
91st, cantilever segment i section steel beam 92 and interlude i section steel beam 93 collide.
Finally it should be noted that：Various embodiments above is only illustrating the technical solution of the utility model, rather than it is limited
System；Although being described in detail to the utility model with reference to foregoing embodiments, one of ordinary skill in the art should
Understand：It still can modify to the technical scheme described in foregoing embodiments, either to which part or whole
Technical characteristic carries out equivalent；And these are changed or are replaced, the essence for not making appropriate technical solution departs from this practicality newly
The scope of each embodiment technical scheme of type.
Claims (10)
1. interchangeable upper end suspension type steel frame energy-dissipation beam column node after one kind is shaken, it is characterised in that include：Cantilever segment I-shaped
Shape girder steel, interlude i section steel beam and anti-buckling energy-consumption connector；
The anti-buckling energy-consumption connector is fixedly connected respectively with cantilever segment i section steel beam, interlude i section steel beam；
The anti-buckling energy-consumption connector is symmetrically arranged at the abdomen of cantilever segment i section steel beam and interlude i section steel beam
Plate both sides.
2. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 1, it is characterised in that
The anti-buckling energy-consumption connector includes central layer, spacing steel plate, constraint steel plate and junction steel plate；
The central layer includes the first central layer and the second central layer, and first central layer is fixed in the web of cantilever segment i section steel beam
On, second central layer is fixed on interlude i section steel beam, and first central layer is weldingly connected with the second central layer, the company
Connect steel plate and be symmetrically fixed in the upper and lower end face of the upper and lower end face in i section steel beam top flange and cantilever segment i section steel beam top flange；
The second central layer both sides are provided with the groove being engaged with spacing steel plate, and the spacing steel plate is arranged on groove, described
Constraint steel plate is fitted in completely on the outer surface of the second central layer and spacing steel plate, during the spacing steel plate is fixed in constraint steel plate
Between section i section steel beam web on.
3. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 2, it is characterised in that
The spacing steel plate and constraint steel plate are fixed on the web of interlude i section steel beam by bolt, and first central layer passes through
Bolt is fixed on the web of cantilever segment i section steel beam, and second central layer is fixed in interlude i section steel beam by bolt
On, first central layer is weldingly connected with the second central layer by butt weld, and the junction steel plate is fixed in I-shaped by bolt
The upper and lower end face of the upper and lower end face in shape girder steel top flange and cantilever segment i section steel beam top flange.
4. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 1, it is characterised in that
Also include anti-shearing connector；
The anti-shearing connector be arranged on anti-buckling energy-consumption connector top, and respectively with cantilever segment i section steel beam, centre
Section i section steel beam is fixedly connected.
5. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 4, it is characterised in that
The anti-shearing connector includes web extension plate, side steel plate and steel plate；
The web extension plate is welded on interlude i section steel beam top flange and cantilever segment i section steel beam top flange, the side
Steel plate is arranged on the web extension plate both sides, and the steel plate connects respectively interlude I-steel web and cantilever segment I-shaped
Shape steel beam web plate；
The steel plate includes the first steel plate and the second steel plate, and first steel plate and the second steel plate are weldingly connected.
6. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 5, it is characterised in that
The web extension plate passes through fillet weld seam in interlude i section steel beam top flange and cantilever segment i section steel beam top flange,
The side steel plate is affixed by bolt with web extension plate both sides, and first steel plate and the second steel plate are welded by butt weld
It is connected.
7. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 4, it is characterised in that
The anti-shearing connector includes web extension plate and the 3rd steel plate；
The web extension plate is welded on interlude i section steel beam top flange and cantilever segment i section steel beam top flange, and described
Three steel plates connect respectively interlude I-steel web and cantilever segment I-steel web.
8. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 7, it is characterised in that
The web extension plate passes through fillet weld seam in interlude i section steel beam top flange and cantilever segment i section steel beam top flange,
3rd steel plate is fixed on interlude I-steel web and cantilever segment I-steel web by bolt.
9. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 7, it is characterised in that
The web extension plate is generally aligned in the same plane with the interlude I-steel web.
10. interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake according to claim 1, its feature exists
In also including I-shaped steel column；
The I-shaped steel column is to be rigidly connected with cantilever segment i section steel beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621167001.6U CN206128294U (en) | 2016-11-01 | 2016-11-01 | Shake interchangeable upper end in back suspension type steel frame power consumption beam column node |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621167001.6U CN206128294U (en) | 2016-11-01 | 2016-11-01 | Shake interchangeable upper end in back suspension type steel frame power consumption beam column node |
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| CN206128294U true CN206128294U (en) | 2017-04-26 |
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|---|---|---|---|
| CN201621167001.6U Expired - Fee Related CN206128294U (en) | 2016-11-01 | 2016-11-01 | Shake interchangeable upper end in back suspension type steel frame power consumption beam column node |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106320517A (en) * | 2016-11-01 | 2017-01-11 | 华南理工大学 | Upper end suspended type steel frame energy-consuming beam-column joint capable of being replaced after earthquakes |
| CN110783870A (en) * | 2019-11-14 | 2020-02-11 | 徐州新南湖科技有限公司 | I-shaped stand side wall hanger |
-
2016
- 2016-11-01 CN CN201621167001.6U patent/CN206128294U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106320517A (en) * | 2016-11-01 | 2017-01-11 | 华南理工大学 | Upper end suspended type steel frame energy-consuming beam-column joint capable of being replaced after earthquakes |
| CN106320517B (en) * | 2016-11-01 | 2019-12-03 | 华南理工大学 | Interchangeable upper end suspension type steel frame energy-dissipation beam column node after shake |
| CN110783870A (en) * | 2019-11-14 | 2020-02-11 | 徐州新南湖科技有限公司 | I-shaped stand side wall hanger |
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