CN209025221U - A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part - Google Patents
A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part Download PDFInfo
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- CN209025221U CN209025221U CN201821526596.9U CN201821526596U CN209025221U CN 209025221 U CN209025221 U CN 209025221U CN 201821526596 U CN201821526596 U CN 201821526596U CN 209025221 U CN209025221 U CN 209025221U
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Abstract
The utility model discloses a kind of Self-resetting concrete filled steel tube concrete frame joints of web strips energy consumption part, including concrete-filled circular steel tube column, H profile steel beam, energy-consuming parts, cylinder connector, tank-type connecting component, prestress wire and anchor plate；One end of prestress wire is anchored at the bottom of tank-type connecting component, and the other end is anchored on anchor plate；The both ends of energy-consuming parts are connected on the web of H-type short beam and the web of H profile steel beam.Wasted-energy steel plate is arranged on web the utility model, on the construction of floor without influence, Yi Genghuan after damaged, the phenomenon that Wasted-energy steel plate deformation will not be generated and floor is caused to crack, the various processes such as the welding of columnar part and tank-type connecting component of the utility model are all completed in factory, are transported to live diameter assembly after prefabrication again, are realized assembling, reduce human cost, reduces the risk of high altitude operation.
Description
Technical field
The utility model belongs to construction structure shockproof mitigation technical field, and in particular to a kind of runback of web strips energy consumption part
Circle of position concrete-filled steel tubular frame bean column node.
Background technique
Runback bit architecture has dissipation seismic energy and reduces geological process, reduces or avoid main structure damage and minimum
The advantages that changing structure residual deformation can effectively avoid the damage of main structure component by the way that replaceable energy consumption lesion element is arranged
It is bad, energy-consuming parts are only needed to change after shake, and the fast quick-recovery of structure can be made to normal operating conditions, repair expense after can substantially reducing shake
With.Meet the anti-seismic performance requirement of the needs and owner of the national economic development to structure.In recent years, the research of runback bit architecture
Extensive concern by researchers.
Since round steel pipe is optimal to the constraint of concrete, thus in Practical Project concrete filled steel tube application most
Extensively, but at present there is no runback bit functions for traditional concrete-filled circular steel tube column connection framework.And for traditional Self-resetting function
Can frame joint almost all use core-theaded type frame joint, there are presstressed reinforcing steels that in both direction, (X is to, Y for this node
To) intersection-type collision the problem of, inside set the pouring quality that sleeve largely effects on concrete；On the other hand, presstressed reinforcing steel passes through pillar
When will weaken column section, cause pillar to have the danger broken under reciprocating load, when being applied especially to center pillar, to column section
Weakening it is more significant.In addition, energy-consuming parts are usually set at the upper and lower edge of a wing of beam-ends by traditional frame joint, but beam-ends
On the one hand the dissipative member of top flange position influences the construction of floor, and energy-consuming parts are not easy to replace, and after energy-consuming parts deformation
" rise arching " also result in floor cracking.Therefore, it is badly in need of proposing a kind of concrete filled steel tube frame with runback bit function
It sets a roof beam in place column connected node, to meet the needs of Practical Project.
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 Self-resettings of web strips energy consumption part
Concrete filled steel tube concrete frame joint is solved existing with adapting to the concrete filled steel tube frame being widely used in building structure
There is concrete filled steel tube concrete frame joint not have runback bit function, damaged difficult reparation, site welding heavy workload, internal partition
The problem of influence concrete pouring quality, energy-consuming parts are not easy replacement and energy-consuming parts deformation failure floor.
In order to solve the above-mentioned technical problem, the utility model adopts the following technical solution is achieved:
A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part, including concrete-filled circular steel tube column, H
Section steel beam, energy-consuming parts, cylinder connector, tank-type connecting component, prestress wire and anchor plate；The cylinder connector packet
Annular slab and column run-through board are included, the concrete-filled circular steel tube column includes sequentially connected upper prop, center pillar and lower prop, two annulars
Plate is plugged on the junction of upper prop and center pillar, center pillar and lower prop respectively, and the column run-through board is arranged in cross-shaped two
Between a annular slab, the annular slab at the column run-through board and column run-through board upper and lower end face passes through the column of concrete-filled circular steel tube column
Wall extends to form and the matched H-type short beam structure in the end face of H profile steel beam to outside column；The tank-type connecting component is symmetricly set on H
The two sides of type short beam web, the cell wall of the tank-type connecting component are connected on the web of H-type short beam, the notch of tank-type connecting component
End is welded on the post jamb of concrete-filled circular steel tube column；The cell wall of two tank-type connecting components being connected on H-type short beam web is to remote
Direction from concrete-filled circular steel tube column extends to form clamping end, and the clamping end has the gap being inserted into for H profile steel web,
It is fixed between the web of the clamping end and H profile steel beam by shearing bolt；The anchor plate is fixed on the abdomen of H profile steel beam
On plate, one end of the prestress wire is anchored at the bottom of tank-type connecting component, the other end anchoring of prestress wire
On the anchor plate；The both ends of the energy-consuming parts are connected on the web of H-type short beam and the web of H profile steel beam.
Further, the energy-consuming parts are positioned close at the flange plate up and down of H profile steel beam, the groove profile connection
Part is arranged between two energy-consuming parts.
Further, the energy-consuming parts are H-type plate, and the both ends of the H-type plate were respectively communicated with high-strength bolt company
It connects on the web of H-type short beam and the web of H profile steel beam.
Further, first is provided between the clamping end of the tank-type connecting component and the slot bottom of tank-type connecting component to put more energy into
Rib.
Further, the second ribbed stiffener is provided between the anchor plate and the web of H profile steel beam, the third adds
Strength rib is parallel with prestress wire.
Specifically, being respectively provided with slotted hole on the clamping end of the tank-type connecting component and the web of H profile steel beam, described is anti-
It cuts and is bolted in slotted hole.
Specifically, the center pillar is formed by four quarter circular arc steel plate splicings, the company of two adjacent circular arc steel plates
One end of cross-shaped column run-through board is folded at connection interface.
Compared with prior art, the utility model has the beneficial effects that
(1) Wasted-energy steel plate is arranged on web the utility model, on the construction of floor without influence, it is damaged after Yi Genghuan, no
The phenomenon that Wasted-energy steel plate deformation can be generated and floor is caused to crack；
(2) prestress wire of the utility model is fixed in H profile steel beam by a tank-type connecting component, avoids pre- answer
Power steel strand wires generate additional moment of flexure to steel column, will not weaken cylinder；It is mixed that traditional core-theaded type Self-resetting node is also avoided simultaneously
The problem of solidifying soil and king post joint core space two intersect collision to prestress wire；
(3) outer ring plate is arranged on the concrete-filled circular steel tube column of the utility model makes joint cores force dispersion uniform,
Pillar local compression will not be made to surrender；
(4) the various processes such as welding of columnar part and tank-type connecting component of the utility model are all completed in factory, factory
It is assembled that live diameter is transported to after prefabricated again, assembling is realized, reduces human cost, reduce 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 overall structure diagram of the utility model.
Fig. 2 is the concrete-filled circular steel tube column of the utility model and the structural schematic diagram that U-steel is connect.
Fig. 3 is the top view of the concrete-filled circular steel tube column of the utility model.
Fig. 4 is load-displacement hysteresis curve figure.
Fig. 5 is prestress wire stress-displacement curve figure.
T-section point Stress Map when Fig. 6 is 2% story drift.
The Stress Map of four Wasted-energy steel plates when Fig. 7 is 2% story drift.
High-strength bolt and shearing bolt Stress Map when Fig. 8 is 2% story drift.
Prestress wire Stress Map when Fig. 9 is 2% story drift.
Each label indicates in figure are as follows: 1- concrete-filled circular steel tube column, 2-H section steel beam, and 3- energy-consuming parts, 4- cylinder connector,
5- tank-type connecting component, 6- prestress wire, 7- anchor plate, 8- shearing bolt, 9- high-strength bolt, the first ribbed stiffener of 10-, 11-
Second ribbed stiffener, 12- anchorage；
(1-1)-upper prop, (1-2)-center pillar, (1-3)-lower prop；
(4-1)-annular slab, (4-2)-column run-through board, (4-3)-H-type short beam；
(5-1)-clamping end；(5-1-1)-gap.
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.
As shown in Figure 1, the utility model discloses a kind of Self-resetting concrete filled steel tube Vierendeel girders of web strips energy consumption part
Column border node, including concrete-filled circular steel tube column 1, H profile steel beam 2, energy-consuming parts 3, cylinder connector 4, tank-type connecting component 5, prestressing force
Steel strand wires 6 and anchor plate 7；Cylinder connector 4 include annular slab 4-1 and column run-through board 4-2, concrete-filled circular steel tube column 1 include according to
Upper prop 1-1, the center pillar 1-2 and lower prop 1-3, two annular slab 4-1 of secondary connection are plugged on upper prop 1-1 and center pillar 1-2, center pillar respectively
The junction of 1-2 and lower prop 1-3, column run-through board 4-2 are arranged between two annular slab 4-1 in cross-shaped, column run-through board
The post jamb that annular slab 4-1 at 4-2 and column run-through board upper and lower end face passes through concrete-filled circular steel tube column 1 is extended to form to outside column and H
The matched H-type short beam 4-3 structure in the end face of section steel beam 2, wherein the thickness of annular slab 4-1 is no less than flange of beam thickness, and its
End should planish.When three sections of cylinders weld, center pillar 1-2 (joint cores) part is welded first, center pillar 1-2 is by four four points
One of circular arc steel plate group welded respectively with cross-shaped column run-through board 4-2 at, this four circular arc steel plates, then weld two again
A upper lower annular plate 4-1；Annular slab 4-1 is set on the concrete-filled circular steel tube column of the utility model and makes joint cores stress point
It dissipates uniformly, pillar local compression will not be made to surrender.
Tank-type connecting component 5 is symmetricly set on the two sides of H-type short beam 4-3 web, and the cell wall of tank-type connecting component 5 is connected to H-type
On the web of short beam 4-3, the notch end of tank-type connecting component 5 is welded on the post jamb of concrete-filled circular steel tube column 1；Two groove profile connections
The cell wall of part 5 being connected on H-type short beam 4-3 web extends to form clamping end 5- to the direction far from concrete-filled circular steel tube column 1
1, clamping end 51 has the gap 5-1-1 being inserted into for H profile steel web, passes through between clamping end 5-1 and the web of H profile steel beam 2
Shearing bolt 8 is fixed.Anchor plate 7 is fixed on the web of H profile steel beam 2, and one end of prestress wire 6 is anchored by anchorage 12
In the bottom of tank-type connecting component 5, the other end of prestress wire is anchored on anchor plate 7 by anchorage 12, prestress steel twist
Line 6 is symmetrical arranged in the web two sides of H profile steel beam 2, and the Self-resetting power provided after shake by prestress wire 7 restores structure
To original state.The both ends of energy-consuming parts 3 are connected on the web of H-type short beam 4-3 and the web of H profile steel beam 2.The utility model
Wasted-energy steel plate is arranged on the web of H-type beam, on the construction of floor without influence, damaged rear Yi Genghuan will not generate Wasted-energy steel plate shape
The phenomenon that becoming and floor caused to crack；And the prestress wire of the utility model is fixed on H-type by a tank-type connecting component
In girder steel, avoids prestress wire and additional moment of flexure is generated to steel column, cylinder will not be weakened；Tradition is also avoided simultaneously to wear
The problem of core type Self-resetting node concrete and king post joint core space two intersect collision to prestress wire.In columnar part
After the completion of welding, tank-type connecting component 5 is welded on to the two sides of H-type short beam 4-3 web, then welds anchor plate 7 on H-type beam 2, so
After transport scene to, H-type beam 2 is inserted into H-type short beam 4-3, stretch-draw prestressing force steel strand wires 7, shearing bolt and Wasted-energy steel plate is installed,
The various processes such as the welding of columnar part and tank-type connecting component of the utility model are all completed in factory, are transported to again after prefabrication
Live diameter is assembled, realizes assembling, reduces human cost, reduces the risk of high altitude operation.
Specifically, as shown in Fig. 2, tank-type connecting component 5 includes a bottom plate and is arranged perpendicular to bottom plate at three side plates, bottom
Plate is rectangular slab, and two of them side plate is symmetrically connected on two short sides of bottom plate, another side plate is connected to bottom plate
In long side, and the plate-side plate welding is on the web of H-type short beam 43.The web of the vertical girder steel of bottom plate welds, and is connected to bottom plate short side
On side can play the role of anchor bottom plate.Be welded on side in base plate long side to the direction of H profile steel beam 2 extend one section away from
From so that forming the clamping end 5-1 that can clamp the web of H profile steel beam 2 between two sides.
Specifically, as shown in Figure 1, energy-consuming parts 3 are positioned close at the flange plate up and down of H profile steel beam 2, tank-type connecting component
5 are arranged between two energy-consuming parts 3.
It (is not marked in figure specifically, being respectively provided with slotted hole on the clamping end 5-1 of tank-type connecting component and the web of H profile steel beam 2
Out), shearing bolt 8 is connected in slotted hole.So that the clamping end 5-1 of tank-type connecting component and the web of H profile steel beam 2 are hinged, with
Adapt to the rotation of node.
Specifically, the both ends of the H-type plate were respectively communicated with high-strength bolt as shown in Figure 1, energy-consuming parts 3 are H-type plate
9 are connected on the web of the web of H-type short beam 4-3 and H profile steel beam 2.The Wasted-energy steel plate is become during joint rotation by plasticity
Shape energy consumption, to guarantee that main structure, always in elastic stage, avoids main structure from damaging in seismic process.
Specifically, the anchorage 12 that the utility model uses can be selected Extruded anchoring tool, strand tapered anchorage, pressing type anchorage or
Brace type anchorage.
Further, in one embodiment of the utility model, the clamping end 5-1 and tank-type connecting component of tank-type connecting component
Slot bottom between be provided with the first ribbed stiffener 10, to guarantee slot bottom coupling stiffness.
Further, it in one embodiment of the utility model, is provided between anchor plate 7 and the web of H profile steel beam 2
Second ribbed stiffener 11, the second ribbed stiffener 11 is parallel with prestress wire 6, to guarantee the rigidity at anchor plate, prevents office
Portion destroys.
The joints of the utility model are simulated below by way of finite element model is established:
(1) model foundation
Full size FEM Simulation is carried out to the utility model patent using finite element software ABAQUS 6.13, establishes T
Shape nodal analysis method, it is 3000mm that beam length, which takes the half of span, and it is 3000mm, model that pillar height, which takes the high each half (inflection point) of upper and lower level,
Scantling is as shown in table 1.
1 model component size of table
Steel use piece-wise elastic-plastic model, and yield strength takes fy=345MPa, elastic modulus E=206000MPa strengthen mould
Measure Et=2%E, Poisson's ratio take v=0.3.The elastic modulus E of steel strand wiresPT=195000MPa, tensile strength Ts=
1860MPa.Bolt uses 10.9 grades of high-strength bolts, and yield strength 900MPa applies the bolt load of 150kN in simulation process
(pretightning force).Concrete grade is C40, and using damage coupled plastic model, plastic value is as shown in table 2.
2 concrete material plastic of table
H profile steel plate takes 235MPa as energy-consuming parts, yield strength.The prestressing force of prestress wire is applied by falling temperature method
Add, structural initial pre stress value T0=0.3Ts。
Steel and concrete select C3D8R unit, and prestress wire selects T3D2 unit, considers that the geometry of component is non-
Linearly, material nonlinearity and contact nonlinear.Contact relation normal direction between bolt and hole wall is defined as contacting firmly, tangential to use
Coulomb friction model, coefficient of friction 0.32.To prevent structure from out-of-plane deformation occurs, outside the upper and lower edge of a wing application face of girder steel about
Beam.Suspension column and capital apply displacement load in beam-ends by Bit andits control loading method using hingedly, and taking limiting displacement drift is 2%,
I.e. extreme displacement is taken as 60mm.
(2) interpretation of result
The load-displacement curve of node is as shown in Figure 4.It can be obtained by curve, structure residual deformation about 0.2mm, it is corresponding remaining
Deforming story drift is 0.0067%, much smaller than allowing residual deformation story drift 0.2%.Therefore, the utility model
Node has extraordinary self-resetting capability.
Fig. 5 is prestress wire stress-displacement curve figure, and as shown in Figure 5, prestress wire is in elastic rank always
Section, and it is consistently less than 0.8Ts(0.8Ts=0.8 × 1860=1488MPa), there is biggish safe margin.
It will be appreciated from fig. 6 that girder steel keeps elasticity substantially in 2% story drift.As shown in Figure 7, story drift reaches
When 2%, four Wasted-energy steel plates are substantially all to enter plasticity.As shown in Figure 8, the high-strength bolt at node and shearing bolt are in bullet
Sexual stage, wherein most upper two rows of and most lower two rows are high-strength bolt, intermediate for shearing bolt.As seen from Figure 9, in layer
Between angle of displacement when reaching 2%, six prestress wires of web two sides keep elasticity.
In conclusion the round steel pipe coagulation concrete frame joint of the utility model has good self-resetting capability and energy consumption
Ability has reached 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 (7)
1. a kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part, including concrete-filled circular steel tube column (1),
H profile steel beam (2) and energy-consuming parts (3), which is characterized in that
It further include cylinder connector (4), tank-type connecting component (5), prestress wire (6) and anchor plate (7)；The cylinder connects
Fitting (4) includes annular slab (4-1) and column run-through board (4-2), and the concrete-filled circular steel tube column (1) includes on sequentially connected
Column (1-1), center pillar (1-2) and lower prop (1-3), two annular slabs (4-1) be plugged on respectively upper prop (1-1) and center pillar (1-2), in
The junction of column (1-2) and lower prop (1-3), the column run-through board (4-2) are arranged in cross-shaped in two annular slab (4-
1) between, the annular slab (4-1) at the column run-through board (4-2) and column run-through board upper and lower end face passes through concrete-filled circular steel tube column
(1) post jamb extends to form and matched H-type short beam (4-3) structure in the end face of H profile steel beam (2) to outside column；
The tank-type connecting component (5) is symmetricly set on the two sides of H-type short beam (4-3) web, the tank-type connecting component (5)
Cell wall is connected on the web of H-type short beam (4-3), and the notch end of tank-type connecting component (5) is welded on concrete-filled circular steel tube column (1)
On post jamb；The cell wall of two tank-type connecting components (5) being connected on H-type short beam (4-3) web is to far from concrete-filled circular steel tube column
(1) direction extends to form clamping end (5-1), and the clamping end (5-1) has the gap (5- being inserted into for H profile steel web
1-1), fixed by shearing bolt (8) between the clamping end (5-1) and the web of H profile steel beam (2)；
The anchor plate (7) is fixed on the web of H profile steel beam (2), and one end of the prestress wire (6) is anchored at
The bottom of tank-type connecting component (5), the other end of prestress wire are anchored on the anchor plate (7)；
The both ends of the energy-consuming parts (3) are connected on the web of H-type short beam (4-3) and the web of H profile steel beam (2).
2. the Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part as described in claim 1, feature exist
In the energy-consuming parts (3) are positioned close at the flange plate up and down of H profile steel beam (2), and the tank-type connecting component (5) is set
It sets between two energy-consuming parts (3).
3. the Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part as claimed in claim 1 or 2, feature
It is, the energy-consuming parts (3) are H-type plate, and the both ends of the H-type plate were respectively communicated with high-strength bolt (9) and are connected to H-type
On the web of short beam (4-3) and the web of H profile steel beam (2).
4. the Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part as described in claim 1, feature exist
In being provided with the first ribbed stiffener (10) between the clamping end (5-1) of the tank-type connecting component and the slot bottom of tank-type connecting component.
5. the Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part as described in claim 1, feature exist
In being provided between the anchor plate (7) and the web of H profile steel beam (2) the second ribbed stiffener (11), second ribbed stiffener
(11) parallel with prestress wire (6).
6. the Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part as described in claim 1, feature exist
In being respectively provided with slotted hole, the shearing resistance spiral shell on the clamping end (5-1) of the tank-type connecting component and the web of H profile steel beam (2)
Bolt (8) is connected in slotted hole.
7. the Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part as described in claim 1, feature exist
In the center pillar (1-2) is formed by four quarter circular arc steel plate splicings, at the connecting interface of two adjacent circular arc steel plates
It is folded with one end of cross-shaped column run-through board (4-2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821526596.9U CN209025221U (en) | 2018-09-18 | 2018-09-18 | A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821526596.9U CN209025221U (en) | 2018-09-18 | 2018-09-18 | A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209025221U true CN209025221U (en) | 2019-06-25 |
Family
ID=66904675
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201821526596.9U Withdrawn - After Issue CN209025221U (en) | 2018-09-18 | 2018-09-18 | A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109113189A (en) * | 2018-09-18 | 2019-01-01 | 西安建筑科技大学 | A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part |
| CN110847358A (en) * | 2019-11-04 | 2020-02-28 | 燕山大学 | Steel structure self-resetting beam column node connecting device |
| CN111021537A (en) * | 2019-12-27 | 2020-04-17 | 燕山大学 | Energy-consumption self-resetting steel structure beam column joint connecting device |
| CN113898234A (en) * | 2021-11-04 | 2022-01-07 | 西安建筑科技大学 | Steel construction is from restoring to throne wall type post node connecting device |
| CN114575533A (en) * | 2022-03-09 | 2022-06-03 | 河南大学 | Modularized prefabricated assembled beam-column combined node adopting bolt connection |
-
2018
- 2018-09-18 CN CN201821526596.9U patent/CN209025221U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109113189A (en) * | 2018-09-18 | 2019-01-01 | 西安建筑科技大学 | A kind of Self-resetting concrete filled steel tube concrete frame joint of web strips energy consumption part |
| CN110847358A (en) * | 2019-11-04 | 2020-02-28 | 燕山大学 | Steel structure self-resetting beam column node connecting device |
| CN111021537A (en) * | 2019-12-27 | 2020-04-17 | 燕山大学 | Energy-consumption self-resetting steel structure beam column joint connecting device |
| CN113898234A (en) * | 2021-11-04 | 2022-01-07 | 西安建筑科技大学 | Steel construction is from restoring to throne wall type post node connecting device |
| CN114575533A (en) * | 2022-03-09 | 2022-06-03 | 河南大学 | Modularized prefabricated assembled beam-column combined node adopting bolt connection |
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Granted publication date: 20190625 Effective date of abandoning: 20200417 |
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| AV01 | Patent right actively abandoned |
Granted publication date: 20190625 Effective date of abandoning: 20200417 |
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| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |