CN205637162U - Prefabricated assembled steel pipe restraint power consumption connected node - Google Patents
Prefabricated assembled steel pipe restraint power consumption connected node Download PDFInfo
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- CN205637162U CN205637162U CN201620410802.4U CN201620410802U CN205637162U CN 205637162 U CN205637162 U CN 205637162U CN 201620410802 U CN201620410802 U CN 201620410802U CN 205637162 U CN205637162 U CN 205637162U
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Abstract
The utility model relates to a prefabricated assembled steel pipe restraint power consumption connected node, this steel pipe restraint power consumption connected node include core space pre -buried steel subassembly, four with the outer steel sheet of core space pre -buried steel subassembly assorted trompil and a plurality of blocks of beam -ends limit webs, four the outer steel sheet of trompil encloses to be established the outside of core space pre -buried steel subassembly forms outer steel pipe, it forms steel fibre self -compaction concrete core space to pour steel fibre self -compaction concrete outside in the steel pipe, beam -ends limit web sets up between the last lower flange of core space pre -buried steel subassembly, whenever it all is connected through a cast -in -place steel fibre self -compaction concrete linkage segment with the precast beam to go up the lower flange. The utility model discloses the advantage: the intensity and the ductility of node core space concrete can be improved, the aseismic design notion of " strong joint, weak component " is realized, the power consumption ability of performance beam -ends plastic hinge that can be better delays plastic hinge rigidity degeneration speed to improve the ability of shearing of beam -ends, realize that the beam -ends plastic hinge moves outward etc..
Description
Technical field
This utility model relates to a kind of assembled steel reinforced concrete frame and connects node, refers in particular to a kind of prefabricated
Assembled steel tube constraint power consumption connects node.
Background technology
In " 13 " period, China will be with Development of Green Building, intelligent building as direction, to build product
Industry modernization is attached most importance to, and adjusts construction industry structure energetically, and the every policies and measures of integrated use are accelerated to push away
Enter building industry modernization, promote building industry transition and upgrade.Precast reinforced concrete structure is conducive to carrying
High efficiency, the saving energy, development Green environmental-protection building, and be conducive to improving and ensure to build work
Cheng Zhiliang, tool has a broad prospect of the use.
Structural union and shock resistance are the keys in precast reinforced concrete structure extension process
Technology, waters monoblock type node to reach after China's current assembled steel many employings of tendon concrete frame structure
With cast-in-place purpose.But, existing assembled steel tendon concrete frame structure there are following defect:
1, prefabricated component beam-column joint cores reinforcing bar is intensive, and concreting difficulty is big, coagulation
Soil density is difficult to ensure that, stirrup is also difficult to colligation and puts in place；2, prefabricated component connection node resists
Shock stability is poor, and the ductility of joint cores is inadequate；3, the consumption of the beam-ends plastic hinge of assembling frame structure
Energy ability is poor.In order to improve the prefabricated assembled concrete frame construction applicable model in earthquake territory further
Enclose, reduce deformation and the damage of structure, therefore provide a kind of stress performance more excellent and the company of convenient construction
The mode of connecing is urgent problem, is also the focus of current research.
Summary of the invention
The technical problems to be solved in the utility model, is to provide a kind of prefabricated assembled steel tube confinement to consume energy
Connect node, improved intensity and the ductility of core space concrete by this connection node, it is achieved " save by force
Point, weak component " aseismic design concept, and the shear resistance of beam-ends can be improved, it is achieved plastic hinge.
This utility model is achieved in that the power consumption of prefabricated assembled steel tube confinement connects node, described steel
Pipe constraint power consumption connects node and includes a core space pre-buried steel assembly, four pieces and described core space pre-buried steel group
The outer steel plate of the perforate that part matches and some blocks of beam-ends limit webs；Described core space pre-buried steel assembly includes
One pre-buried overhanging top flange, a pre-buried overhanging lower flange, a upper bush stirrup, a lower sleeve stirrup, extremely
Few two blocks of pre-buried overhanging webs and some built-in steel sleeves；
Described pre-buried overhanging top flange and pre-buried overhanging lower flange are all reserved with one in the position that mesophase is same
Big hole；The inner side formation being located at described lower sleeve stirrup is vertically enclosed in the lower end of some described built-in steel sleeves
One rectangular core district；Described pre-buried overhanging lower flange is set in the bottom of described built-in steel sleeve, and makes this
Pre-buried overhanging lower flange is positioned at the upper end of described lower sleeve stirrup；
One end of every described pre-buried overhanging web is all embedded in inside described rectangular core district, the equal edge of the other end
The outside in rectangular core district is extended in beam-ends direction；Described pre-buried overhanging top flange is set in described pre-buried steel
The top of sleeve, and make described pre-buried overhanging top flange be connected to the upper end of described pre-buried overhanging web；Institute
State the upper end that upper bush stirrup is set on described built-in steel sleeve and is positioned at described pre-buried overhanging top flange；
Four blocks of outer steel plates of described perforate enclose the outside formation one outer steel pipe being located at described rectangular core district, in institute
Pour Steel Fiber Reinforced Self-compacting Concrete in stating outer steel pipe and form Steel Fiber Reinforced Self-compacting Concrete core space, this steel
The middle part of fiber self-dense concrete core space is reserved with an injected hole；Described beam-ends limit web is arranged on institute
State between the upper lower flange of pre-buried overhanging top flange and pre-buried overhanging lower flange；Every described upper lower flange is with pre-
Beam processed is all connected by a cast-in-place Steel Fiber Reinforced Self-compacting Concrete linkage section.
Further, when described steel tube confinement power consumption connection node is corner node or mid-side node, described pre-
Bury overhanging top flange on the limit corresponding to corner node or mid-side node to having a top flange anchor plate, institute
State pre-buried overhanging lower flange on the limit corresponding to corner node or mid-side node, be upwards provided with a lower flange anchoring
Plate, and described top flange anchor plate and lower flange anchor plate be all embedded in inside described rectangular core district.
Further, the height of described built-in steel sleeve is equal to the height of the outer steel plate of described perforate, and works as institute
State lower flange when needing through reinforcing bar, described upper lower flange all offers for plugging built-in steel sleeve
Sleeve jack.
Further, the inner side of the outer steel plate of every described perforate is provided with anchoring rib.
Further, one block of described beam-ends limit web or two pieces it are provided with between every described upper lower flange
Described beam-ends limit web, and the length of described beam-ends limit web is more than the length of upper lower flange.
Further, described beam-ends limit web offers several circular holes.
Further, described upper lower flange and beam-ends limit web are provided with several shear connectors.
Further, described top flange offers several concreting steam vents.
Further, described pre-buried overhanging web includes a cantilever plate and an anchor plate；Described anchor plate
It is embedded in inside described rectangular core district；Between described cantilever plate is inserted between adjacent described built-in steel sleeve
In gap, and one end of this cantilever plate and described anchor plate are fixing is connected, the other end along beam-ends direction to extension
Stretch out the outside in described rectangular core district.
The beneficial effects of the utility model are as follows:
1, connecting in node in the constraint power consumption of this utility model assembled steel tube, outer steel pipe is core space steel
Fiber self-dense concrete provides sidewise restraint, improves intensity and the ductility of core space concrete, real
Show the aseismic design concept of " strong node, weak component "；Meanwhile, node is connected in steel tube confinement power consumption
Core space can not set stirrup, overcomes tradition beam column node core area stirrup intensive, the difficulty of constructional difficulties
Topic；
2, it is connected the connecting portion cast-in-place steel fibre of employing of node from close at precast beam with steel tube confinement power consumption
Real concrete, utilizes the ductility that Steel Fiber Reinforced Self-compacting Concrete is good to improve the power consumption energy of beam-ends plastic hinge
Power, and its good mobility solves not in place the asking of concrete vibrating at beam-ends overhanging steel assembly
Topic, can preferably play the energy dissipation capacity of beam-ends plastic hinge, delay plastic hinge Stiffness Deterioration speed；
3, steel tube confinement power consumption connects the pre-buried overhanging steel assembly of core space of node, can improve beam-ends
Shear resistance, it is achieved plastic hinge, decreases plastic hinge and adversely affects joint cores；
4, in construction aspect, the waist muscle of precast beam can be by the pre-buried overhanging steel group of joint cores
Part connects, and overcomes the problem that tradition beam column node core area reinforcing bar is intensive, it can be ensured that the construction of node
Quality；
5, the installation of the pre-buried overhanging steel assembly of this utility model assembled steel tube constraint power consumption connection node
Sequencing, overcoming weld seam, shear connector, first to do the outer steel pipe preformed hole that may cause excessive, makes steel pipe
The problem that binding effect weakens.
Accompanying drawing explanation
This utility model is further described the most in conjunction with the embodiments.
Fig. 1 is the structural representation that the power consumption of this utility model beam-ends meridosternous steel tube confinement connects node.
Fig. 2 is the pre-buried steel group that this utility model makes beam-ends double web steel tube confinement power consumption connection node
One of assembled state figure of part.
Fig. 3 a is the pre-buried steel group that this utility model makes beam-ends double web steel tube confinement power consumption connection node
The two of the assembled state figure of part.
The structural representation of pre-buried steel assembly when Fig. 3 b is this utility model making corner node.
The structural representation of pre-buried steel assembly when Fig. 3 c is this utility model making mid-side node.
Fig. 4 is the outer steel pipe that this utility model makes beam-ends double web steel tube confinement power consumption connection node
One of assembled state figure.
Fig. 5 is the outer steel pipe that this utility model makes beam-ends double web steel tube confinement power consumption connection node
The two of assembled state figure.
Fig. 6 is the beam-ends both sides that this utility model makes beam-ends double web steel tube confinement power consumption connection node
The configuration state figure of web.
Fig. 7 pours the double web steel tube confinement power consumption of the beam-ends after molding for this utility model and connects node
Structural representation.
Fig. 8 is the connection diagram that in this utility model, steel tube confinement power consumption connects node and prefabricated lower prop.
Fig. 9 is the connection diagram that in this utility model, steel tube confinement power consumption connects node and precast beam.
Figure 10 is the connection signal that in this utility model, steel tube confinement power consumption connects node and prefabricated upper prop
Figure.
Wherein, the power consumption of 100-steel tube confinement connects node, and 1-core space pre-buried steel assembly, 11-is pre-buried overhanging
Top flange, 112-top flange anchor plate, the pre-buried overhanging lower flange of 12-, 122-lower flange anchor plate, 13-
Upper bush stirrup, 14-lower sleeve stirrup, the pre-buried overhanging web of 15-, 151 cantilever plates, 152-anchor plate,
16-built-in steel sleeve, the outer steel plate of 2-perforate, 21-anchors rib, 3-beam-ends limit web, 31-circular hole, 32-
Shear connector, 4-Steel Fiber Reinforced Self-compacting Concrete, 5-precast beam, 6-protruding bar, the prefabricated lower prop of 7-, 8-
Lower prop reinforcing bar, 9-slip casting articulamentum, the prefabricated upper prop of 10-, 111, the upper lower flange of 121-, a-big hole,
B-sleeve jack, c-rectangular core district, the outer steel pipe of d-, d1-injected hole, e-self-compaction steel fiber reinforced concrete
Linkage section, f-concreting steam vent, g-overlaps beam slab.
Detailed description of the invention
Refer to shown in Fig. 1 to Figure 10, this utility model prefabricated assembled steel tube confinement power consumption connecting joint
The preferred embodiment of point 100, the power consumption of described steel tube confinement connects node 100 and includes a core space pre-buried steel
The outer steel plate 2 of the perforate that assembly 1, four pieces and described core space pre-buried steel assembly 1 match and some pieces
Beam-ends limit web 3, wherein, the outer steel plate 2 of perforate is to carry out according to the shape of core space pre-buried steel assembly 1
Perforate；Described core space pre-buried steel assembly 1 includes that a pre-buried overhanging top flange 11, is pre-buried overhanging
14, at least two blocks of pre-buried overhanging webs 15 of lower flange 12, upper bush stirrup 13, lower sleeve stirrup
And some built-in steel sleeves 16；Wherein, every piece of pre-buried overhanging top flange 11 all has outside 2-4
The top flange 111 stretched, every piece of pre-buried overhanging lower flange 12 all has 2-4 overhanging lower flange 121,
And the power consumption of same steel tube confinement connects as in node 100, top flange 111 and lower flange 121 quantity are
's.
Described pre-buried overhanging top flange 11 and pre-buried overhanging lower flange 12 are the most reserved in the position that mesophase is same
Have a big hole a, with facilitate follow-up pour Steel Fiber Reinforced Self-compacting Concrete 4 time can reserve injected hole d1；
The inner side formation one being located at described lower sleeve stirrup 14 is vertically enclosed in the lower end of some described built-in steel sleeves 16
Rectangular core district c；Described pre-buried overhanging lower flange 12 is set in the bottom of described built-in steel sleeve 16,
And make this pre-buried overhanging lower flange 12 be positioned at the upper end of described lower sleeve stirrup 14；
One end of every described pre-buried overhanging web 15 is all embedded in inside described rectangular core district c, another
End all extends the outside of rectangular core district c along beam-ends direction；Described pre-buried overhanging top flange 11 is sheathed
On the top of described built-in steel sleeve 16, and described pre-buried overhanging top flange 11 is made to be connected to described pre-buried
The upper end of overhanging web 15；Described upper bush stirrup 13 is set on described built-in steel sleeve 16 and position
Upper end in described pre-buried overhanging top flange 11.Wherein, described pre-buried overhanging web 15 includes that one is overhanging
Plate 151 and an anchor plate 152；Described anchor plate 152 is embedded in inside described rectangular core district c；
Described cantilever plate 151 is inserted in the gap between adjacent described built-in steel sleeve 16, and this cantilever plate 151
One end fixing with described anchor plate 152 be connected, the other end extends outward described rectangle along beam-ends direction
The outside of core space c.
The height of described built-in steel sleeve 16 is equal to the height of the outer steel plate 2 of described perforate, and works as on described
When lower flange 111,121 needs through reinforcing bar, described upper lower flange 111,121 all offers for
Plug the sleeve jack b of built-in steel sleeve 16.In the specific implementation, if upper lower flange 111,121
Without pass through reinforcing bar, then have only in pre-buried overhanging top flange 11 and the four of pre-buried overhanging lower flange 12
Directly enclose (on four corners of i.e. corresponding upper bush stirrup 13 and lower sleeve stirrup 14) on individual angle and set
Upper built-in steel sleeve 16, and upper lower flange 111,121 all need not arrange sleeve jack b；As
On fruit, lower flange 111,121 needs through reinforcing bar, then except pre-buried overhanging top flange 11 and pre-buried in addition to
Stretch (i.e. corresponding upper bush stirrup 13 and four of lower sleeve stirrup 14 on four angles of lower flange 12
On corner) enclose and set built-in steel sleeve 16, corresponding sleeve jack b also to plug pre-buried steel bushing
Cylinder 16, and the two ends up and down of built-in steel sleeve 16 are respectively welded at upper bush stirrup 13 and lower sleeve
On stirrup 14.
Four blocks of outer steel plates 2 of described perforate enclose the outside formation one outer steel pipe d being located at described rectangular core district c,
When implementing, the contact jaw by outer for adjacent apertures steel plate 2 is needed to weld together, upper lower flange 111,
The part that 121 steel plates 2 outer with pre-buried overhanging web 15 and perforate contact then need not welding, described
Pour Steel Fiber Reinforced Self-compacting Concrete 4 in outer steel pipe d and form Steel Fiber Reinforced Self-compacting Concrete core space (not
Diagram), so, outer steel pipe d can avoid contacting with core space pre-buried steel assembly 1 by perforate, and
Only provide radial constraint to Steel Fiber Reinforced Self-compacting Concrete 4；This Steel Fiber Reinforced Self-compacting Concrete core space
Middle part is reserved with an injected hole d1, in the specific implementation, and can be first in rectangular core district c pre-buried one
Root pvc pipe (not shown), extracts PVC out after Steel Fiber Reinforced Self-compacting Concrete 4 final set poured again
Manage；Described beam-ends limit web 3 is arranged on described pre-buried overhanging top flange 11 and pre-buried overhanging bottom wing
Between the upper lower flange 111,121 of edge 12；Every described upper lower flange 111,121 is equal with precast beam 5
It is connected by a cast-in-place Steel Fiber Reinforced Self-compacting Concrete linkage section e.Outside every described perforate, steel plate 2 is interior
Side is provided with anchoring rib 21, to strengthen anchorage effect.
It is provided with one block of described beam-ends limit web 3 or two between every described upper lower flange 111,121
Beam-ends limit web 3 described in block, according to the seismic Concept of strong shear capacity and weak bending capacity, the length of described beam-ends limit web 3
More than the length of upper lower flange 111,121, the length of beam-ends limit web 3 can need according to stress
Determine.In the specific implementation, whether the beam-ends limit that waist muscle selects to arrange can be set according to precast beam 5
The quantity of web 3, is connected with the precast beam 5 not having waist muscle when steel tube confinement power consumption connects node 100
Time, then on the most described, between lower flange 111,121, it is provided with one block of beam-ends limit web 3 (such as Fig. 1
Shown in)；When steel tube confinement power consumption connection node 100 is connected with the precast beam 5 being provided with waist muscle, then
Two pieces of beam-ends limit webs 3 (as shown in Figure 7) it are provided with between lower flange 111,121 on the most described,
To facilitate, the protruding bar 6 of precast beam 3 is welded on two beam-ends limit webs 3.
Several circular holes 31 are offered on described beam-ends limit web 3, when implementing, can be according to reality
Stress demand carries out perforate, to increase the cohesive force between beam-ends limit web 3 and concrete.On described
It is provided with several shear connectors 32 on lower flange 111,121 and beam-ends limit web 3, when implementing,
Some shear connectors can be welded in upper lower flange 111,121 on beam-ends limit web 3 according to cohering requirement
32, to guarantee steel assembly and concrete cooperation.Several coagulations are offered on described top flange 111
Soil pours steam vent f, in this way it can be ensured that beam-ends is during casting concrete, and beam-ends limit web
The air of 3 inner concretes can be discharged from this concreting steam vent f.
Please emphasis with reference to shown in Fig. 3 b and Fig. 3 c, be angle when the power consumption of described steel tube confinement connects node 100
When node or mid-side node, described pre-buried overhanging top flange 11 is on the limit corresponding to corner node or mid-side node
To having a top flange anchor plate 112, described pre-buried overhanging lower flange 12 is at corner node or mid-side node
Upwards it is provided with a lower flange anchor plate 122 on corresponding limit, i.e. connects node in steel tube confinement power consumption
100 when being corner node or mid-side node, needs the pre-buried overhanging abdomen on the limit corresponding to corner node or mid-side node
Plate 15 replaces with top flange anchor plate 112 and lower flange anchor plate 122, and when mounted, described on
Edge of a wing anchor plate 112 and lower flange anchor plate 122 are all embedded in inside described rectangular core district c.
The power consumption of this utility model prefabricated assembled steel tube confinement connects the construction method of node 100, described side
Method comprises the steps:
Step 1, the core space pre-buried steel assembly 1 of making steel tube confinement power consumption connection node 100:
First, built-in steel sleeve 16 is stood on the inner side of lower sleeve stirrup 14, and by lower sleeve stirrup
Inside 14, the position with 16 times end in contact of built-in steel sleeve welds together；Meanwhile, by pre-buried overhanging under
The bottom of built-in steel sleeve 16 is inserted in (when implementing, if on pre-buried overhanging lower flange 12 in the edge of a wing 12
It is provided with sleeve jack b, then needs to be inserted in built-in steel sleeve 16 sleeve jack b；Without
Sleeve jack b, then be directly inserted in built-in steel sleeve 16 i.e. by four angles of pre-buried overhanging lower flange 12
Can), and make pre-buried overhanging lower flange 12 be positioned at the upper end of lower sleeve stirrup 14；
Then, pre-buried overhanging web 15 is inserted in the space between adjacent built-in steel sleeve 16；Will be pre-
Bury overhanging top flange 11 and be inserted in built-in steel sleeve 16, and make pre-buried overhanging top flange 11 be connected to pre-buried
The upper end of overhanging web 15；Meanwhile, upper bush stirrup 13 it is set on built-in steel sleeve 16 and is positioned at
The upper end of pre-buried overhanging top flange 11 forms a rectangular core district c (as illustrated in fig. 2 and 3 a)；
Finally, the position that upper bush stirrup 13 contacts with built-in steel sleeve 16 is welded together；Will be pre-
Bury overhanging web 15 and pre-buried overhanging lower flange 12 and pre-buried overhanging top flange 11 at rectangular core district c
Interior contact site welds together, and the contact site outside rectangular core district c wouldn't weld；
If it is corner node or mid-side node that steel tube confinement power consumption connects node 100, then by corner node or margin knot
Top flange anchor plate 112 and the lower flange anchor plate 122 on the limit corresponding to Dian weld with built-in steel sleeve 16
It is connected together (as shown in figures 3 b and 3 c)；
Step 2, outer for four pieces of perforates steel plate 2 is enclosed the outside being located at rectangular core district c, and open adjacent
Outside hole, the contact jaw of steel plate 2 is welded together to form an outer steel pipe d；Meanwhile, would extend out outer steel pipe d
The position that contacts with upper lower flange 111,121 of pre-buried overhanging web 15 in outside weld together (as
Shown in Fig. 4 and Fig. 5)；This step 2 should be noted that: upper lower flange 111,121 and pre-buried outside
Stretch web 15 part that steel plate 2 contacts outward with perforate and need not welding, to ensure during implementing,
Not mutually power transmission between core space pre-buried steel assembly 1 and outer steel pipe d；
Step 3, first welding upper beam end edge web 3 between upper lower flange 111,121, and if in advance
Do not set waist muscle on beam 5 processed, then between upper lower flange 111,121, weld one block of beam-ends limit web 3 i.e.
Can (as shown in Figure 1), if being provided with waist muscle on precast beam 5, then in upper lower flange 111,121
Between weld two pieces of beam-ends limit webs 3 (as shown in Figure 6)；
Then in rectangular core district c a pre-buried pvc pipe (not shown) to form injected hole d1,
And pour Steel Fiber Reinforced Self-compacting Concrete 4 in rectangular core district c, treat Steel Fiber Reinforced Self-compacting Concrete 4
Extract pvc pipe after final set out, thus form steel tube confinement power consumption and connect node 100 (as shown in Figure 7)；
When implementing, after having poured Steel Fiber Reinforced Self-compacting Concrete 4, need just to rotate at set intervals one
Secondary pvc pipe, to prevent pvc pipe because taking out together with glutinous with Steel Fiber Reinforced Self-compacting Concrete 4
Come.
Step 4, by the lower prop reinforcing bar 8 of prefabricated lower prop 7 from steel tube confinement power consumption connect node 100 pre-
Bury steel bushing 16 to pass, and connect the bottom of node 100 and prefabricated lower prop 7 in steel tube confinement power consumption
Between top, reserved certain height is as slip casting articulamentum 9 (as shown in Figure 8)；With steel form (not
Diagram) surrounding of slip casting articulamentum 9 is sealed, and by injected hole d1 toward internal slip casting, make lower prop
The rectangular core district c that reinforcing bar 8 is connected node 100 with steel tube confinement power consumption forms entirety；Wherein, slip casting
Articulamentum 9 can strengthen the power consumption of prefabricated lower prop 7 and steel tube confinement be connected node 100 adhesive property and
Ensure the water resistance of junction.Between injected hole d1, slip casting articulamentum 9 and built-in steel sleeve 16
Communicating, slurry first passes through injected hole d1 and is injected into slip casting articulamentum 9, is filling slip casting articulamentum 9
After, slurry can fill again the space between built-in steel sleeve 16 and lower prop reinforcing bar 8, and final from rectangle
The top of the built-in steel sleeve 16 of core space c is overflowed, to guarantee that lower prop reinforcing bar 8 consumes energy with steel tube confinement
The rectangular core district c connecting node 100 can form an entirety；
If step 5 precast beam 5 is provided with waist muscle, then by the protruding bar 6 of precast beam 5 with steel pipe about
Upper lower flange 111,121 and the beam-ends limit web 3 of bundle power consumption connection node 100 weld respectively；
If precast beam 5 does not set waist muscle, the most do not perform this step 5；
Step 6, steel tube confinement power consumption connect node 100 pour from close with the connecting portion of precast beam 5
Real steel fiber reinforced concrete linkage section e (as it is shown in figure 9, this Fig. 9 be only given with one of them direction pre-
The connection way of beam 5 processed, the way in remaining direction is identical), pour self-compaction steel fiber reinforced concrete even
After the section of connecing e, pour overlapping beam slab g (owing to pouring of beam slab g of overlapping is often to make in prior art
Use, the most no longer elaborate)；After completing to overlap the pouring of beam slab g, will be pre-
The reinforcing bar grout sleeve (not shown) of upper prop 10 processed is inserted in and connects node 100 through steel tube confinement power consumption
Lower prop reinforcing bar 8 in, and toward slip casting (as shown in Figure 10) in prefabricated upper prop 10；In the specific implementation,
Prefabricated upper prop 10 and floor need to leave certain space, are then in the milk from each reinforcing bar of prefabricated upper prop 10
Grouting port (not shown) slip casting inside of sleeve, until slurry is from the excessive slurry mouth of reinforcing bar grout sleeve (not
Diagram) flow out.
In sum, this utility model has the advantages that
1, connecting in node in the constraint power consumption of this utility model assembled steel tube, outer steel pipe is core space steel
Fiber self-dense concrete provides sidewise restraint, improves intensity and the ductility of core space concrete, real
Show the aseismic design concept of " strong node, weak component "；Meanwhile, node is connected in steel tube confinement power consumption
Core space can not set stirrup, overcomes tradition beam column node core area stirrup intensive, the difficulty of constructional difficulties
Topic；
2, it is connected the connecting portion cast-in-place steel fibre of employing of node from close at precast beam with steel tube confinement power consumption
Real concrete, utilizes the ductility that Steel Fiber Reinforced Self-compacting Concrete is good to improve the power consumption energy of beam-ends plastic hinge
Power, and its good mobility solves not in place the asking of concrete vibrating at beam-ends overhanging steel assembly
Topic, can preferably play the energy dissipation capacity of beam-ends plastic hinge, delay plastic hinge Stiffness Deterioration speed；
3, steel tube confinement power consumption connects the pre-buried overhanging steel assembly of core space of node, can improve beam-ends
Shear resistance, it is achieved plastic hinge, decreases plastic hinge and adversely affects joint cores；
4, in construction aspect, the waist muscle of precast beam can be by the pre-buried overhanging steel group of joint cores
Part connects, and overcomes the problem that tradition beam column node core area reinforcing bar is intensive, it can be ensured that the construction of node
Quality；
5, the installation of the pre-buried overhanging steel assembly of this utility model assembled steel tube constraint power consumption connection node
Sequencing, overcoming weld seam, shear connector, first to do the outer steel pipe preformed hole that may cause excessive, makes steel pipe
The problem that binding effect weakens.
Although the foregoing describing detailed description of the invention of the present utility model, but it is familiar with the skill of the art
Art personnel should be appreciated that our described specific embodiment is merely exemplary rather than for right
The restriction of scope of the present utility model, those of ordinary skill in the art are according to spirit of the present utility model
The modification of the equivalence made and change, all should contain of the present utility model claimed
In the range of.
Claims (9)
1. a prefabricated assembled steel tube confinement power consumption connects node, it is characterised in that: described steel pipe is about
Bundle power consumption connect node include a core space pre-buried steel assembly, four pieces with described core space pre-buried steel assembly phase
The outer steel plate of the perforate of coupling and some blocks of beam-ends limit webs；Described core space pre-buried steel assembly includes that one is pre-
Bury overhanging top flange, a pre-buried overhanging lower flange, a upper bush stirrup, a lower sleeve stirrup, at least two
The pre-buried overhanging web of block and some built-in steel sleeves；
Described pre-buried overhanging top flange and pre-buried overhanging lower flange are all reserved with one in the position that mesophase is same
Big hole；The inner side formation being located at described lower sleeve stirrup is vertically enclosed in the lower end of some described built-in steel sleeves
One rectangular core district；Described pre-buried overhanging lower flange is set in the bottom of described built-in steel sleeve, and makes this
Pre-buried overhanging lower flange is positioned at the upper end of described lower sleeve stirrup；
One end of every described pre-buried overhanging web is all embedded in inside described rectangular core district, the equal edge of the other end
The outside in rectangular core district is extended in beam-ends direction；Described pre-buried overhanging top flange is set in described pre-buried steel
The top of sleeve, and make described pre-buried overhanging top flange be connected to the upper end of described pre-buried overhanging web；Institute
State the upper end that upper bush stirrup is set on described built-in steel sleeve and is positioned at described pre-buried overhanging top flange；
Four blocks of outer steel plates of described perforate enclose the outside formation one outer steel pipe being located at described rectangular core district, in institute
Pour Steel Fiber Reinforced Self-compacting Concrete in stating outer steel pipe and form Steel Fiber Reinforced Self-compacting Concrete core space, this steel
The middle part of fiber self-dense concrete core space is reserved with an injected hole；Described beam-ends limit web is arranged on institute
State between the upper lower flange of pre-buried overhanging top flange and pre-buried overhanging lower flange；Every described upper lower flange is with pre-
Beam processed is all connected by a cast-in-place Steel Fiber Reinforced Self-compacting Concrete linkage section.
Prefabricated assembled steel tube confinement the most according to claim 1 power consumption connects node, its feature
Be: described steel tube confinement power consumption connect node be corner node or mid-side node time, described pre-buried overhanging on
The edge of a wing on the limit corresponding to corner node or mid-side node to having a top flange anchor plate, described pre-buried outside
Stretch lower flange on the limit corresponding to corner node or mid-side node, be upwards provided with a lower flange anchor plate, and described
Top flange anchor plate and lower flange anchor plate are all embedded in inside described rectangular core district.
Prefabricated assembled steel tube confinement the most according to claim 1 and 2 power consumption connects node, its
It is characterised by: the height of described built-in steel sleeve is equal to the height of the outer steel plate of described perforate, and works as on described
When lower flange needs through reinforcing bar, described upper lower flange all offers the set for plugging built-in steel sleeve
Cylinder jack.
Prefabricated assembled steel tube confinement the most according to claim 3 power consumption connects node, its feature
It is: the inner side of the outer steel plate of every described perforate is provided with anchoring rib.
Prefabricated assembled steel tube confinement the most according to claim 3 power consumption connects node, its feature
It is: between every described upper lower flange, be provided with one block of described beam-ends limit web or two pieces of described beam-ends
Limit web, and the length of described beam-ends limit web is more than the length of upper lower flange.
Prefabricated assembled steel tube confinement the most according to claim 3 power consumption connects node, its feature
It is: on the web of described beam-ends limit, offer several circular holes.
Prefabricated assembled steel tube confinement the most according to claim 3 power consumption connects node, its feature
It is: on described upper lower flange and beam-ends limit web, be provided with several shear connectors.
Prefabricated assembled steel tube confinement the most according to claim 3 power consumption connects node, its feature
It is: on described top flange, offer several concreting steam vents.
Prefabricated assembled steel tube confinement the most according to claim 3 power consumption connects node, its feature
It is: described pre-buried overhanging web includes a cantilever plate and an anchor plate；Described anchor plate is embedded in institute
State inside rectangular core district；Described cantilever plate is inserted in the gap between adjacent described built-in steel sleeve, and
One end of this cantilever plate is fixing with described anchor plate to be connected, and the other end extends outward described along beam-ends direction
The outside in rectangular core district.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620410802.4U CN205637162U (en) | 2016-05-09 | 2016-05-09 | Prefabricated assembled steel pipe restraint power consumption connected node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620410802.4U CN205637162U (en) | 2016-05-09 | 2016-05-09 | Prefabricated assembled steel pipe restraint power consumption connected node |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205637162U true CN205637162U (en) | 2016-10-12 |
Family
ID=57050021
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620410802.4U Withdrawn - After Issue CN205637162U (en) | 2016-05-09 | 2016-05-09 | Prefabricated assembled steel pipe restraint power consumption connected node |
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| CN (1) | CN205637162U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105780935A (en) * | 2016-05-09 | 2016-07-20 | 福建工程学院 | Prefabricated assembling type steel pipe restrained energy-dissipation connection node and construction method |
| CN107905369A (en) * | 2017-12-25 | 2018-04-13 | 合肥工业大学 | Assembling frame beam-column connection |
| CN110080396A (en) * | 2019-05-21 | 2019-08-02 | 杜鸣川 | A kind of modified assembled architecture cage six-way section and its assembly method |
| CN111021539A (en) * | 2019-12-30 | 2020-04-17 | 北京京盛泰华金属结构有限公司 | Assembling method for beam-column connecting joint of steel-structure cantilever beam |
| KR102154647B1 (en) * | 2020-01-20 | 2020-09-11 | 주식회사 충전공영개발 | Structure that strengthens cross section stiffness of column and girder by intergrating diaphragm and girder in steel frame structure |
-
2016
- 2016-05-09 CN CN201620410802.4U patent/CN205637162U/en not_active Withdrawn - After Issue
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105780935A (en) * | 2016-05-09 | 2016-07-20 | 福建工程学院 | Prefabricated assembling type steel pipe restrained energy-dissipation connection node and construction method |
| CN105780935B (en) * | 2016-05-09 | 2018-12-21 | 福建工程学院 | Prefabricated assembled steel tube confinement energy consumption connecting node and construction method |
| CN107905369A (en) * | 2017-12-25 | 2018-04-13 | 合肥工业大学 | Assembling frame beam-column connection |
| CN107905369B (en) * | 2017-12-25 | 2024-02-23 | 合肥工业大学 | Assembled frame beam column connection node |
| CN110080396A (en) * | 2019-05-21 | 2019-08-02 | 杜鸣川 | A kind of modified assembled architecture cage six-way section and its assembly method |
| CN111021539A (en) * | 2019-12-30 | 2020-04-17 | 北京京盛泰华金属结构有限公司 | Assembling method for beam-column connecting joint of steel-structure cantilever beam |
| KR102154647B1 (en) * | 2020-01-20 | 2020-09-11 | 주식회사 충전공영개발 | Structure that strengthens cross section stiffness of column and girder by intergrating diaphragm and girder in steel frame structure |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20161012 Effective date of abandoning: 20181221 |