CN208363267U - A kind of full assembled Self-resetting Column Joint of unilateral prestressing force - Google Patents
A kind of full assembled Self-resetting Column Joint of unilateral prestressing force Download PDFInfo
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- CN208363267U CN208363267U CN201820796166.2U CN201820796166U CN208363267U CN 208363267 U CN208363267 U CN 208363267U CN 201820796166 U CN201820796166 U CN 201820796166U CN 208363267 U CN208363267 U CN 208363267U
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- connecting component
- steel beam
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- plate
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 86
- 239000010959 steel Substances 0.000 claims abstract description 86
- 239000003351 stiffener Substances 0.000 claims description 18
- 238000005265 energy consumption Methods 0.000 claims description 4
- 239000007787 solid Substances 0.000 claims description 2
- 238000004080 punching Methods 0.000 abstract description 4
- 238000009417 prefabrication Methods 0.000 abstract description 2
- 238000000034 method Methods 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 239000012141 concentrate Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000000116 mitigating effect Effects 0.000 description 2
- 238000005381 potential energy Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 230000017260 vegetative to reproductive phase transition of meristem Effects 0.000 description 2
- 210000001015 abdomen Anatomy 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000005482 strain hardening Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 238000000844 transformation Methods 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The utility model discloses a kind of unilateral full assembled Self-resetting Column Joints of prestressing force, including H profile steel column, H profile steel beam, energy-consuming parts and connecting component, connecting component includes end plate, tank-type connecting component, prestress wire and anchor plate, and end plate is hinged on the flange plate of H profile steel column；It is connected between the flange plate end of H profile steel beam and end plate by energy-consuming parts；Tank-type connecting component is symmetricly set on the web two sides of H profile steel beam, and the both ends of prestress wire are respectively by being anchored at the slot bottom of anchor plate and tank-type connecting component.The connecting node of the utility model is not necessarily to punching, will not weaken cylinder；And the prestress wire of the utility model is fixed in H profile steel beam by a tank-type connecting component, is avoided prestress wire and is generated additional moment of flexure to steel column.Full assembling is realized, live diameter assembly is transported to after prefabrication again, reduces human cost, reduce the risk of high altitude operation.
Description
Technical field
The utility model belongs to construction structure shockproof mitigation technical field, is related to a kind of Self-resetting Column Joint, specifically
It is related to a kind of full assembled Self-resetting steel frame energy consumption connecting node of unilateral prestressing force.
Background technique
Runback bit architecture is conceived to Damage Coutrol and reduces economic loss after shake, belongs to the forward position of building structure protection against and mitigation of earthquake disasters
Field.It is with dissipation seismic energy and reduces geological process, reduces or main structure is avoided to damage and minimize structure remnants
The advantages that deformation.Meet the anti-seismic performance requirement of the needs and owner of the national economic development to structure." small shake can be realized easily
Not bad, middle shake can repair, no collapsing with strong earthquake " aseismic fortification objects, minimize rehabilitation expense after shake.In recent years by the height of scholars
Degree concern.
Traditional Self-resetting node is mostly core-theaded type, and required scene carries out the tensioning of presstressed reinforcing steel.It will to the weakening of column
The danger for causing column to be broken under reciprocating load；When being applied to center pillar, presstressed reinforcing steel will occur in X-direction and Y
The orthogonal collision problem in direction, presstressed reinforcing steel scene tensioning quality cannot be guaranteed；And prestressed stretch-draw is high altitude operation, it is dangerous
Property it is high, bring very big difficulty to construction.
Summary of the invention
In view of the deficienciess of the prior art, the purpose of the utility model is to provide a kind of unilateral full assembled of prestressing force from
Reset Column Joint, solve to weaken caused by existing Self-resetting node punching cylinder, must scene high altitude operation tensioning be
Column technology and construction problem.
In order to solve the above-mentioned technical problem, the utility model adopts the following technical solution is achieved:
A kind of full assembled Self-resetting Column Joint of unilateral prestressing force, including H profile steel column, H profile steel beam, energy-consuming parts and
Connecting component, the connecting component include end plate, tank-type connecting component, prestress wire and anchor plate, the end plate hinge
It connects on the flange plate of H profile steel column；It is connected between the flange plate end and end plate of the H profile steel beam by energy-consuming parts, and H
Section steel beam can be rotated around bottom wing listrium thereon；
The tank-type connecting component is symmetricly set on the web two sides of H profile steel beam；The notch of the tank-type connecting component is solid
It is scheduled on end plate, the side of tank-type connecting component is pushed against on the web of H profile steel beam；The side of the tank-type connecting component and H-type
It is hinged by pin shaft between the web of girder steel；
The anchor plate is fixed on the flange plate and web of H profile steel beam；The both ends of the prestress wire point
It is not anchored on the slot bottom of anchor plate and tank-type connecting component.
Optionally, the energy-consuming parts are angle steel, and the angle steel is bolted on end plate on one side, angle steel
Another side be bolted on the flange plate of H profile steel beam.
Optionally, slotted hole, the pin are provided on the web of the side of the tank-type connecting component and H profile steel beam
Axis is plugged in slotted hole.
Optionally, there are two the first ribbed stiffeners, first ribbed stiffener to be located at H for setting on the H profile steel column
The institute of flange plate up and down of section steel beam is in the plane.
Optionally, the side that the tank-type connecting component is pushed against H profile steel web extends to form elongation to slot bottom direction
End, is provided with the second ribbed stiffener between the elongation end and the slot bottom of tank-type connecting component.
Optionally, third ribbed stiffener is provided between the anchor plate and the web of H profile steel beam, the third is put more energy into
Rib is parallel with prestress wire.
Compared with prior art, the utility model has the beneficial effects that
(1) connecting node of the utility model is not necessarily to punching, will not weaken cylinder；And the prestress steel twist of the utility model
Line is fixed in H profile steel beam by a tank-type connecting component, is avoided prestress wire and is generated additional moment of flexure to steel column.This reality
Guarantee that main body beam column is in elastic stage always in earthquake with novel connecting node, the deformation of geological process flowering structure is basic
It concentrates at energy-consuming parts, and plastic hinge surrender energy consumption is formed by the rotation of energy-consuming parts, increase the use of connecting node
Service life.
(2) the various processes such as the welding of the beam-column connection structure of the utility model and prestress application are all complete in factory
At so that prestress stretching quality obtains maximum guarantee；And full assembling is realized, is transported to live diameter after prefabrication again
Assembly reduces human cost, reduces the risk of high altitude operation.
Other feature and advantage of the utility model will the following detailed description will be given in the detailed implementation section.
Detailed description of the invention
Fig. 1 is the axonometric drawing of the utility model node.
Fig. 2 is the front view of the utility model node.
Fig. 3 is the load-displacement curve figure of the utility model node.
Node Stress Map when Fig. 4 is 2% story drift.
Top and seat angle Stress Map at node when Fig. 5 is 2% story drift.
Each high-strength bolt Stress Map at node when Fig. 6 is 2% story drift.
Six prestress wire Stress Maps of web two sides when Fig. 7 is 2% story drift.
Each label indicates in figure are as follows: 1-H steel column, 2-H section steel beam, 3- energy-consuming parts, 5- pin shaft, 6- anchorage, 7- spiral shell
Bolt；
The first ribbed stiffener of 11-；
41- end plate, 42- tank-type connecting component, 43- prestress wire, 44- anchor plate, the second ribbed stiffener of 45-, 46- third
Ribbed stiffener；
421- elongation end.
Explanation is further explained in detail below in conjunction with particular content of the drawings and specific embodiments to the utility model.
Specific embodiment
Be given below specific embodiment of the present utility model, it should be noted that the utility model be not limited to it is following
Specific embodiment, all equivalent transformations made on the basis of the technical solutions of the present application each fall within the protection scope of the utility model.
In the present invention, in the absence of explanation to the contrary, the noun of locality used such as " upper and lower " typically refer to
It is defined on the basis of the drawing of respective drawings, " inside and outside " refers to the inner and outer of corresponding component profile.
As illustrated in fig. 1 and 2, the utility model discloses a kind of unilateral full assembled Self-resetting Column Joint of prestressing force,
Including H profile steel column 1, H profile steel beam 2, energy-consuming parts 3 and connecting component, connecting component includes end plate 41, tank-type connecting component 42, pre-
Prestress steel strand 43 and anchor plate 44, end plate 41 are hinged on the flange plate of H profile steel column 1 by high-strength bolt；The end of H profile steel beam
Portion is pushed against on end plate, is connected between the flange plate end and end plate 41 of H profile steel beam 2 by energy-consuming parts 3, and H profile steel beam 2
It can be rotated around bottom wing listrium thereon.Tank-type connecting component 42 is symmetricly set on the web two sides of H profile steel beam 2；Tank-type connecting component 42
Notch be fixed on end plate 41, the side of tank-type connecting component 42 is pushed against on the web of H profile steel beam 2；Tank-type connecting component 42
Slotted hole (not marking in figure) is provided on the web of side and H profile steel beam 2, pin shaft 5 is plugged in slotted hole, so that groove profile
The side of connector 42 and the web of H profile steel beam 2 are hinged, to adapt to the rotation of node.Anchor plate 44 is fixed on H section steel beam 2
Flange plate and web on, one end of prestress wire 43 is anchored on anchor plate 44 by anchorage 6, prestress wire 43
The other end slot bottom of tank-type connecting component 42, the Self-resetting provided after shake by prestress wire 43 are anchored at by anchorage 6
Power returns to original state structure, and from the point of view of energy viewpoint, Self-resetting node mainly utilizes prestress wire own absorption
The energy of earthquake release is simultaneously converted to elastic potential energy, and rear elastic potential energy release, structure is able to obtain restoring force and realize Self-resetting,
Eliminate or reduce the residual deformation of structure.The connecting node of the utility model is not necessarily to punching, will not weaken cylinder；And this is practical
Novel prestress wire is fixed in H profile steel beam by tank-type connecting component, is avoided prestress wire and is generated to steel column
Additional moment of flexure.The connecting node of the utility model guarantees that main body beam column is in elastic stage, geological process always in earthquake
The deformation of flowering structure concentrates at energy-consuming parts substantially, and forms plastic hinge surrender energy consumption by the rotation of energy-consuming parts.
Specifically, the preferred angle steel of energy-consuming parts 3 of the utility model, angle steel is fixed on end plate 41 by bolt 7 on one side
On, the another side of angle steel is fixed on the flange plate of H profile steel beam 2 by bolt 7.Angle steel is not necessarily to special material and special processing,
Easily replacement after damaged.In addition, shearing resistance pin shaft 5 is used as temporary support point when changeing after shake.
Specifically, Extruded anchoring tool, strand tapered anchorage, pressing type anchorage, branch can be selected in the anchorage 6 that the utility model uses
Support formula anchorage.
Further, as shown in Figure 1, in one embodiment of the utility model, there are two for setting on H profile steel column 1
One ribbed stiffener 11, the first ribbed stiffener 11 is located at the institute of flange plate up and down of H profile steel beam 2 in the plane, so that being formed at steel column
Strong nodes domains guarantee node strength.
Further, as shown in Figure 1, in one embodiment of the utility model, tank-type connecting component 42 is pushed against H-type
One side of 2 web of girder steel extends to form elongation end 421 to slot bottom direction, between the elongation end 421 and the slot bottom of tank-type connecting component
It is provided with the second ribbed stiffener 45.The rigidity for guaranteeing tank-type connecting component, prevents its surrender.
Further, as shown in Fig. 2, in one embodiment of the utility model, the abdomen of anchor plate 44 and H profile steel beam 2
Third ribbed stiffener 46 is provided between plate, third ribbed stiffener 46 is parallel with prestress wire 43, guarantees the rigidity at anchor plate.
Wherein prestress wire is arranged in parallel with multiple, and third ribbed stiffener 46 is symmetricly set on the two sides of prestress wire.
The node of the utility model reinforced concrete frame steel plate shear force wall is simulated below by way of finite element model is established
Stress:
(1) model foundation
FEM Simulation is carried out to the utility model using finite element software ABAQUS 6.13, establishes T-section point mould
Type, it is 2000mm that beam length, which takes the half of span, and it is 3000mm, model component size that pillar height, which takes the high each half (inflection point) of upper and lower level,
As shown in table 1.
1 model component size of table
Steel use piece-wise elastic-plastic model, and yield strength takes fy=345MPa, strain-hardening modulus Et=2%E, elastic modulus E=
206000MPa, Poisson's ratio take v=0.3.The elastic modulus E of prestress wire 43PT=195000MPa, tensile strength Ts
=1860MPa.The 10.9 grades of high-strength bolts of use of bolt 7, tensile strength 1000MPa, yield tensile ratio 0.9, yield strength are
900MPa applies the bolt load (pretightning force) of 200kN in simulation process.Angle steel takes as energy-consuming parts, yield strength
235MPa.Steel strand prestress is applied by falling temperature method.
Steel select C3D8R unit, and steel strand wires select T3D2 unit, consider that the geometrical non-linearity of component, material are non-thread
Property and contact nonlinear.Contact relation normal direction between bolt and hole wall is defined as contacting firmly, tangentially uses Coulomb friction model,
Coefficient of friction is 0.3.The coxostermum of pin shaft 5 and channel-section connecting piece 42, H profile steel web preformed hole face contact relationship normal direction are fixed
Justice is hard contact.To prevent structure from out-of-plane deformation occurs, apply out of plane constraint on the upper and lower edge of a wing of H profile steel beam.The column of H profile steel column
Foot and capital apply displacement load in beam-ends by Bit andits control loading method, taking limiting displacement drift is 2%, i.e. pole using hingedly
Limit pipettes as 40mm.
(2) interpretation of result
The load-displacement curve of node is as shown in Figure 3.It can be obtained by curve, structure residual deformation about 1mm, corresponding remaining change
Shape story drift is 0.05%, much smaller than allowing residual deformation story drift 0.2%.Therefore, node have it is good from
Reset capability.As shown in Figure 4, in 2% story drift, H section steel beam is in upper lower flange corresponding position and prestress wire
Anchorage point includes that channel-section connecting piece and anchor plate occur outside local yielding, and other positions keep elasticity.As shown in Figure 5, layer
Between angle of displacement when reaching 2%, corner is substantially all to enter plasticity.It will be appreciated from fig. 6 that high-strength bolt is in elastic stage.By Fig. 7
As can be seen that steel strand wires still maintain elasticity when story drift reaches 2%.By the node of the utility model and traditional
Reciprocal load of the core-through joint Jing Guo same number acts on discovery, when traditional core-through joint is broken, the utility model
Cylinder will not be broken.To sum up, the connecting node of the utility model has good self-resetting capability and energy dissipation capacity, reaches
Design object.
Specific technical features described in the above specific embodiments, in the case of no contradiction, Ke Yitong
It crosses any suitable way to be combined, as long as it is without prejudice to the thought of the utility model, it is practical new should equally to regard it as this
Type disclosure of that.
Claims (6)
1. a kind of full assembled Self-resetting Column Joint of unilateral prestressing force, including H profile steel column (1), H profile steel beam (2), energy consumption portion
Part (3) and connecting component, which is characterized in that the connecting component includes end plate (41), tank-type connecting component (42), prestress steel
Twisted wire (43) and anchor plate (44), the end plate (41) are hinged on the flange plate of H profile steel column (1)；The H profile steel beam
(2) it is connect between flange plate end and end plate (41) by energy-consuming parts (3), and H profile steel beam (2) can be around lower flange thereon
Plate rotation；
The tank-type connecting component (42) is symmetricly set on the web two sides of H profile steel beam (2)；The tank-type connecting component (42)
Notch is fixed on end plate (41), and the side of tank-type connecting component (42) is pushed against on the web of H profile steel beam (2)；The groove profile
It is hinged by pin shaft (5) between the side of connector (42) and the web of H profile steel beam (2)；
The anchor plate (44) is fixed on the flange plate and web of H profile steel beam (2)；The prestress wire (43)
Both ends are anchored at respectively on the slot bottom of anchor plate (44) and tank-type connecting component (42).
2. the unilateral full assembled Self-resetting Column Joint of prestressing force as described in claim 1, which is characterized in that the consumption
Energy component (3) is angle steel, and the angle steel is fixed on end plate (41) by bolt (7) on one side, and the another side of angle steel passes through
Bolt (7) is fixed on the flange plate of H profile steel beam (2).
3. the unilateral full assembled Self-resetting Column Joint of prestressing force as described in claim 1, which is characterized in that the slot
It is provided with slotted hole on the side of type connector (42) and the web of H profile steel beam (2), the pin shaft (5) is plugged on oval
Kong Zhong.
4. the unilateral full assembled Self-resetting Column Joint of prestressing force as described in claim 1, which is characterized in that the H
There are two the first ribbed stiffener (11), first ribbed stiffener (11) to be located at H profile steel beam (2) for setting on steel column (1)
Upper and lower flange plate institute is in the plane.
5. the unilateral full assembled Self-resetting Column Joint of prestressing force as described in claim 1, which is characterized in that the slot
The side that type connector (42) is pushed against H profile steel beam (2) web extends to form elongation end (421) to slot bottom direction, and described stretches
The second ribbed stiffener (45) are provided between long end (421) and the slot bottom of tank-type connecting component.
6. the unilateral full assembled Self-resetting Column Joint of prestressing force as described in claim 1, which is characterized in that the anchor
Be provided between solid plate (44) and the web of H profile steel beam (2) third ribbed stiffener (46), the third ribbed stiffener (46) with answer in advance
Power steel strand wires (43) are parallel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820796166.2U CN208363267U (en) | 2018-05-25 | 2018-05-25 | A kind of full assembled Self-resetting Column Joint of unilateral prestressing force |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820796166.2U CN208363267U (en) | 2018-05-25 | 2018-05-25 | A kind of full assembled Self-resetting Column Joint of unilateral prestressing force |
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| Publication Number | Publication Date |
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| CN208363267U true CN208363267U (en) | 2019-01-11 |
Family
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201820796166.2U Withdrawn - After Issue CN208363267U (en) | 2018-05-25 | 2018-05-25 | A kind of full assembled Self-resetting Column Joint of unilateral prestressing force |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755954A (en) * | 2018-05-25 | 2018-11-06 | 西安建筑科技大学 | A kind of full assembled Self-resetting Column Joint of unilateral prestressing force |
| CN109537810A (en) * | 2019-01-17 | 2019-03-29 | 中建科技有限公司深圳分公司 | The assembly method of steel structure node, prefabricated post and preparation method thereof, column beam |
| CN111809747A (en) * | 2020-07-28 | 2020-10-23 | 西安建筑科技大学 | A beam-column joint |
| CN111980190A (en) * | 2019-05-21 | 2020-11-24 | 任吉如 | Anti-seismic device for building |
-
2018
- 2018-05-25 CN CN201820796166.2U patent/CN208363267U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755954A (en) * | 2018-05-25 | 2018-11-06 | 西安建筑科技大学 | A kind of full assembled Self-resetting Column Joint of unilateral prestressing force |
| CN108755954B (en) * | 2018-05-25 | 2020-04-17 | 西安建筑科技大学 | Unilateral prestressing force full assembled is from restoring to throne steel frame node |
| CN109537810A (en) * | 2019-01-17 | 2019-03-29 | 中建科技有限公司深圳分公司 | The assembly method of steel structure node, prefabricated post and preparation method thereof, column beam |
| CN111980190A (en) * | 2019-05-21 | 2020-11-24 | 任吉如 | Anti-seismic device for building |
| CN111809747A (en) * | 2020-07-28 | 2020-10-23 | 西安建筑科技大学 | A beam-column joint |
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Granted publication date: 20190111 Effective date of abandoning: 20200417 |
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| AV01 | Patent right actively abandoned |
Granted publication date: 20190111 Effective date of abandoning: 20200417 |
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