CN206707124U - Prefabricated assembling type reinforced concrete component with joint of steel structure - Google Patents

Prefabricated assembling type reinforced concrete component with joint of steel structure Download PDF

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Publication number
CN206707124U
CN206707124U CN201720428583.7U CN201720428583U CN206707124U CN 206707124 U CN206707124 U CN 206707124U CN 201720428583 U CN201720428583 U CN 201720428583U CN 206707124 U CN206707124 U CN 206707124U
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China
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joint
reinforced concrete
steel
steel structure
assembling type
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CN201720428583.7U
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卢伟煌
庄水发
曾志攀
林缄光
陈伟恩
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Fujian Architectural Design Research Institute Co., Ltd.
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卢伟煌
庄水发
曾志攀
林缄光
陈伟恩
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Abstract

The utility model is a kind of prefabricated assembling type reinforced concrete component with joint of steel structure.Its main body is reinforced concrete member;Joint of steel structure is provided with the junction of reinforced concrete member.The utility model has the advantage of:1. use joint of steel structure, using being welded to connect during assembling, good integrity, the cast-in-place structural shoulder to shoulder such as rigidity, anti-seismic performance;2. all components make in factory, prefabricated components size is accurate, precision is high, curing condition is good, of fine qualities;3. assembled in situ node uses joint of steel structure, it is welded to connect, its connection is reliable, easy to detect, it is ensured that the globality and anti-seismic performance of structure;4. the only a small amount of edges of boards seam in scene is cast-in-place, so construction quality greatly improves and can shorten the duration;5. floor is once prefabricated to arrive design thickness, plate thickness is reduced, and reduces concrete amount, reduces building gross mass, is reduced earthquake response and can be saved the cost on basis.

Description

Prefabricated assembling type reinforced concrete component with joint of steel structure
Technical field
Building industrialization field is the utility model is related to, it is particularly a kind of prefabricated assembling type reinforced with joint of steel structure Concrete component.
Background technology
State Council prints and distributes《On greatly developing the instruction of assembled architecture》(Office of the State Council sends out (2016) No. 71), determine big Power develops assembled architecture, promotes construction industry industry restructuring upgrading.According to propulsion supply side structural reform and new city The requirement of townization development, greatly develops steel construction assembled architecture PS, concrete assembled building PC etc., has development energy-saving ring Protect NPD projects, improve the effect that building safety is horizontal, promotes neutralizing superfluous production capacity etc. to achieve many things at one stroke.Prefabricated assembling type reinforced concrete Component builds the mainstream technology as existing market, component, part standard design, factorial praluction, assembling or mechanization Construction;Typically designed by a full set of architectural drawing, after carrying out Deepen Design to structural working drawing, in the good concrete of plant produced Beam, post, wall, the PC components such as plate of soil, transport to scene and carry out prefabricated construction.
The advantage and disadvantage of PC assembled architectures are described below at present:
Advantage:Element factory is prefabricated, improves execution conditions when making;Assembled in situ, using equipment hoisting, it can save Template is raised labour productivity, accelerating construction progress, reduces labor intensity;Component precision and construction quality are improved, reduces building Rubbish and dust emission, it is more green.
Shortcoming:Globality, the shearing resistance of vertical member junction, rigidity, anti-seismic performance etc. are poorer than cast-in-place structural.General performance For:Duration is longer than cast-in-place, the cast-in-place difference of globality, mass ratio, and cost is more expensive than cast-in-place;Particular problem is as follows:
Problem one:Because using steel bushing grouting interconnection technique, scene needs the connection between vertical concrete prefabricated element Cast-in-place or post-grouting is carried out to seaming position, then the interface processing of reinforcement member is unable to reach entirety, is formed at post-grouting Natural level is met.The purpose of post-grouting is can to transmit axle power, but can not bear to shear, i.e. the situation in no pressure and pulling force Under.
Problem two:Due to the precision deficiency of factory process, the embedded sleeve barrel of prefabricated components and the reserved steel bar of lower floor can not Completely contraposition, building-site often occur reinforcing bar can not insertion sleeve situation, very big difficulty is brought to in-site installation, it is impossible to protect Demonstrate,prove construction quality.
Problem three:The reserved injected hole of embedded sleeve barrel and slurry outlet must need completely unobstructed, and mortar depositing construction must ensure all sets Cylinder all fills, but currently without the examination criteria and detection means of slip casting.
Problem four:It is cast-in-place that the beam-ends node area of horizontal prefabricated components needs bookbinding template to carry out, and node area template area is small It is complicated to make assembling, consumes very much the duration.
Problem five:Floor is typically using overlapping plate technique, in-situ layer preheating embedding line thick by specification precast floor slab minimum 60mm At least 70mm, the most thin 130mm of slab thickness, compared with cast-in-place walls 100mm minimum thickness, add concrete amount and whole building Load;Prefabricated board thick 60mm, template is cancelled but support still can not be cancelled.
Problem six:Cast-in-place surface layer needs the timeliness after assembling reinforcement and casting concrete, after pour node and floor topping After needing the time to allow concrete to form certain intensity, force structure can be just made, next layer of construction, institute could be carried out With compared with cast-in-place structural the duration it is longer.
Generally, because China's engineering management at this stage is more extensive, industrial worker particularly building industry worker's There is huge difference in quality and level, existing " concrete assembled building " is existing to be tied compared with developed country goes together New problem etc. that the shortcomings that structure globality, rigidity, anti-seismic performance are poorer than cast-in-place structural, also job site occur, all allows industry Many experts, scholar it is worried to the security performance of this structure.During prefabricated components assembled in situ, vertical applied force component is such as Reinforcing bar in pillar is poured using sleeve grouting connection, overlapping beam column frame joint after needing concrete at the scene.Cast in situs, filling Slurry, the condition of maintenance are not so good as factory made elements;The accurate precision of prefabricated components operation size in die station is high, worker's work Condition is good, high using high temperature steam curing concrete strength, so component quality better;And the matter of field node area most critical position Amount is most uncontrollable and ensured.
The content of the invention
The purpose of this utility model be to provide a kind of good integrity, rigidity, anti-seismic performance it is good carry joint of steel structure Prefabricated assembling type reinforced concrete component.
The purpose of this utility model is achieved through the following technical solutions:Main body is reinforced concrete member;In reinforced concrete The junction of native component is provided with joint of steel structure.
For prior art, the utility model has the advantage of:
1. use joint of steel structure, using being welded to connect during assembling, good integrity, rigidity, anti-seismic performance etc. are cast-in-place shoulder to shoulder Structure;
2. all components make in factory, prefabricated components size is accurate, precision is high, curing condition is good, of fine qualities;
3. assembled in situ node uses joint of steel structure, it is welded to connect, its connection is reliable, easy to detect, it is ensured that knot The globality and anti-seismic performance of structure;
4. the only a small amount of edges of boards seam in scene is cast-in-place, so construction quality greatly improves and can shorten the duration;
5. floor is once prefabricated to arrive design thickness, plate thickness is reduced, and reduces concrete amount, is reduced building gross mass, is subtracted Earthquake response is lacked and the cost on basis can be saved.
Brief description of the drawings
Fig. 1 is the structural representation of the utility model post component;
Fig. 2 is the sectional view at A-A in Fig. 1;
Fig. 3 is the sectional view of A0-A0 in Fig. 2;
When Fig. 4 is two adjacent first cuff connections, the structural representation of adjacent first steel plate connection;
Fig. 5 is the sectional view of second of structure at A-A in Fig. 1;
Fig. 6 is the sectional view of the third structure at A-A in Fig. 1;
Fig. 7 is the sectional view of the 4th kind of structure at A-A in Fig. 1;
Fig. 8 is the structural representation of L-shaped shearing wall member sleeper;
Fig. 9 is Fig. 8 top view;
Figure 10 is the structural representation of cross shearing wall member sleeper;
Figure 11 is Figure 10 top view;
Figure 12 is the structural representation for shearing wall member wall body;
Figure 13 is Figure 12 top view;
Figure 14 is a kind of structural representation that beam is connected with post component;
Figure 15 is another structural representation that beam is connected with post component;
Figure 16 is the sectional view at B-B in Figure 14,15;
Figure 17 is the sectional view at C-C in Figure 14,15;
Figure 18 is the sectional view at D-D in Figure 14,15;
Figure 19 is the sectional view at D0-D0 in Figure 18;
Figure 20 is a kind of connection structure diagram for shearing wall member and precast floor slab;
Figure 21 is another connection structure diagram for shearing wall member and precast floor slab;
Figure 22 is the connection structure diagram of beam and precast floor slab;
Figure 23 is overall installation diagram;Wherein, X is that frame column splices node, and Y is that beam column splices node.
Label declaration:10 post components, 11 second steel plates, 12 second cuffs, 13 first longitudinal direction reinforcing bars, 14 ribs, 15 One steel plate, 16 first cuffs, 17 horizontal end plates, 18 stiffened steel plates, 19 first H profile steel joints, 20 shearing wall members, 21 the 3rd steel Plate, 22 the 3rd cuffs, 23 second longitudinal direction reinforcing bars, 24 the 4th steel plates, 25 pairs draw reinforcing bars, 26 second H profile steel joints, 27 bracket plates, 28 get rid of muscle, 30 beams, 31 the 3rd H profile steel joints, 32 beams indulge muscle, 33 shearing resistance muscle, 40 precast floor slabs, 51 grooves, 52 pads, 53 Cast-in-Situ Segments.
Embodiment
The utility model content is described in detail with reference to Figure of description and embodiment:
Main body is reinforced concrete member, and joint of steel structure is provided with the junction of reinforced concrete member.Specifically do Method is introduced respectively by vertical member and horizontal member, specifically presses the basic prefabricated components order division of 4 kinds of post wall beam plate.Wherein, 4 kinds In basic prefabricated components, post wall beam contains joint of steel structure.
Post component:
Embodiment 1
As Figure 1-4:The reinforced concrete member is post component 10, is set in the end of post component 10 by the first steel The first cuff 16 that plate 15 is spliced to form, the bottom of the first cuff 16 are provided with the horizontal end plate 17 being connected with the first steel plate 15, the One cuff 16 is connected by horizontal end plate 17 with the first longitudinal direction reinforcing bar 13 of post component 10, in the horizontal steel plate 15 of end plate 17 and first Between be connected with stiffened steel plates 18.
Embodiment 2
As shown in Fig. 1,5-7:The reinforced concrete member is post component 10, is set in the end of post component 10 by second The second cuff 12 that steel plate 11 is spliced to form, the second cuff 12 are connected with the first longitudinal direction reinforcing bar 13 in post component 10.Post component Prior prefabricated formation prefabricated post, prefabricated post can be disposable prefabricated one layer or several layers of by transportation lengths, the joint design of prefabricated post 1.3 meters of the position more than flooring, joint weld to form the second cuff using the second steel plate, by whole first longitudinal direction steel of pillar Muscle 13 is welded on the second steel plate by the two-sided 10d of equal strength requirement, tension, shearing resistance and the bending resistance (limit) in the second steel plate cross section Bearing capacity is all higher than (limit) bearing capacity of reinforced concrete column;Wherein, the upper and lower steel plate of node second of prefabricated post is scabbled and opened Good groove 51, welded when upper-lower section connects using the equal strength of bevel 51, the second steel plate highly is not less than 10 times of maximums the One longitudinal reinforcement diameter and it is not less than 250mm.
The ribs 14 for being used for strengthening cuff is provided between each second steel plate 11.Further the first cuff of increase is overall firm Degree.
As shown in Figure 14,15,17-19:On the basis of embodiment 1,2, in order to ensure that post component and beam are matched somebody with somebody Close, therefore the first H profile steel joint 19 for extending the side of post component 10 and connection corresponding with beam 30 is provided with post component 10. Specially post component the pre-buried punching of bean column node the first H profile steel joint 19, and the first H profile steel joint 19 exposes post side Face, tension, shearing resistance and bending resistance (limit) bearing capacity of H profile steel are all higher than (limit) bearing capacity of Sectional Dimension of Reinforced Concrete Beam.
Shear wall member:
Embodiment 3
The reinforced concrete member is shearing wall member 20;
As illustrated in figs. 8-11:The 3rd set be spliced to form by the 3rd steel plate 21 is provided with the termination of the shearing sleeper of wall member 20 Hoop 22, the 3rd cuff 22 is connected with the second longitudinal direction reinforcing bar 23 in shear wall sleeper;
As illustrated by figs. 12-13:If it is respectively equipped with the two sides of the termination of the shearing wall body of wall member 20, shearing wall member 20 Mutually corresponding 4th steel plate 24 of dry group, the 4th steel plate 24 is connected with the second longitudinal direction reinforcing bar 23 in shear wall body, mutually corresponding The 4th steel plate 24 between by draw reinforcing bar 25 connect.
Precast reinforced concrete shear wall component, can be pre- to determine once according to transportation lengths and the maximum weight lifted by crane One layer or several layers of of system, prefabricated wall joint design 1.3 meters more than flooring of position, and sleeper joint is equally using steel construction set hoop iron The design of plate, the second longitudinal direction reinforcing bar of shearing wall member is welded on third and fourth steel plate by the two-sided 10d of equal strength requirement, the 3rd, the tension in four steel plate cross sections, shearing resistance and bending resistance (limit) bearing capacity are all higher than (limit) of reinforced concrete shear wall section Bearing capacity.
Connect in wall member provided with the second H profile steel for extending the shearing side of wall member 20 and connection corresponding with beam 30 First 26.The H profile steel of the pre-buried segment length of node of wall member and coupling beam is sheared, joint exposes wall side, the tension of H profile steel, resisted Cut and bending resistance (limit) bearing capacity is all higher than (limit) bearing capacity in reinforced concrete coupling beamses section.
As shown in Figure 20,21:In order to ensure that post component and precast floor slab coordinate, thus shear wall member 20 be provided with The bracket plate 27 or get rid of muscle 28 that precast floor slab 40 connects.Specially shear wall member at floor and precast floor slab connection, adopt Take the pre-buried reinforcing bar to match with the gluten of precast floor slab, bottom muscle to throw away formation outside wall and get rid of muscle, elongated bracket is set in plate bottom position Plate shelves precast floor slab for construction period, pours after getting rid of muscle overlap joint with prefabricated edges of boards and is linked to be overall floor.
Beam:
Embodiment 4
As illustrated in figures 14-16:The reinforced concrete member is beam 30, is provided with the junction of the termination of beam 30 3rd H profile steel joint 31, the 3rd H profile steel joint 31 are indulged muscle 32 with the upper underbeam of beam 30 and are connected.Beam by intercolumniation often across Prefabricated formation precast beam, the H profile steel of the pre-buried segment length of precast beam end connector form the 3rd H profile steel joint, joint it is exposed with it is perpendicular The H profile steel joint reserved to component is corresponding, direct butt welding during assembly connection, tension, shearing resistance and bending resistance (limit) carrying of H profile steel Power is all higher than (limit) bearing capacity of Sectional Dimension of Reinforced Concrete Beam;The upper underbeam of beam indulges muscle and the edge of a wing of pre-buried H profile steel Welding, beam face answers the shearing resistance muscle 33 of pre-buried inverted U, is easy to get rid of muscle cross-lapping casting concrete with precast floor slab edges of boards.
Board member:
As illustrated in figs 20-22:It is similar with existing floor member, prefabrication system is employed, forms prefabricated reinforced concrete building Plate, fabricated construction Deepen Design can be carried out by the plate of transport Breadth Maximum, plane beam segmentation, big plate stitch also needs to piecemeal Reserved piece width 200mm, precast floor slab once arrive design thickness, and four sides get rid of muscle and are used for lapping and anchoring.Plate is shelved on beam edge, Beam face it is inverted U-shaped get rid of muscle and get rid of muscle with edges of boards intersect, when being shelved on the bracket edges of boards of shear wall, the plate face reinforcement of metope pre-embedded Muscle overlap joint is got rid of with edges of boards.If plate is provided with greatly very much plate splicing seams, then edges of boards get rid of muscle and are mutually overlapped on seam bottom extension mould, each pre- Four sides of making sheet, which are poured, smashes slightly expanded concrete and forms overall floor, and the construction of floor is completed in one-shot forming, it is not necessary to template and Substantially need not support.
Reinforced concrete member described in the utility model with joint of steel structure, its production process and construction substantially divide eight Individual step:
First step drawing is deepened.The Deepen Design of assembled architecture is carried out according to design drawing, to all structural elements Carry out it is prefabricated split design, split into the prefabricated components one by one in plant produced, further according to joint location internal force to each Component carries out joint of steel structure with being connected full-page proof design.Further deepen drawing, complete steel construction and reinforcing bar to blanking manuscript Paper.
Second step joint of steel structure produces and steel reinforcement cage processing and fabricating.Steel plate or profile steel blanking cutting group vertical position welding connect to form beam Component, post component, shear the accessory that the joint of wall member needs, steel bar meter is fabricated to steel reinforcement cage, joint reinforcing bar cage bar with Welding for steel structure, the anchor bar of needs can also be welded on steel construction, complete carcasing.
3rd step carried out according to Design Requirement Drawing in die station prefabricated components concrete cast, template construct installation and The making of concrete placement and common assembled type concrete prefabricated part is basically identical.
4th step conserves in factory.Component can conserve default in maintenance workshop high temperature steam curing, short period Design strength, die station is sent to next workshop and is stripped, you can is dispatched from the factory with packaging.
5th step loads transport.The prefabricated components of the demoulding, protection is suitably packed in corner, joint of steel structure film is protected, Can entrucking, transports building site to.
6th step carries out assembling construction to on-site hoisting.Showed using the prefabricated assembled concrete component of steel joint in building site Field carry out prefabricated construction.First lifting shearing wall member, post component;Hoisting beam beam again, and with shearing wall member, post component Connected in node area by each pre-buried steel weld, node weld connects an end node just energy stress, and structure is with regard to shape Into force structure system, it is not necessary to which the material such as timeliness, which reaches design strength, could form force-applied structure, with normal steel structure It can equally deliver casual labourer's phase.
As shown in Figure 23 system installation diagrams:Force-applied framework is formed, then lifts shearing wall member, the post structure of a section Part, vertical member connection is completed in the upper steel weld of bottom and lower floor, repeat such node assembling, can be building Main frame structure assembling is completed.
The 7th hoisting prefabricated floor of step, after pour the concrete of edges of boards piece, complete agent structure lifting construction.Body toggle bolt The splicing of post beam is completed just to form the structural framing system of stress, and the lifting of this layer of precast floor slab can be carried out by having lifted one layer of beam, It can be shelved in the bracket plate that the side-strut of precast floor slab has beam or shears wall member, run into precast floor slab and prefabricated building Plate edge joint position also needs to local extension template, the slightly expanded concrete of a cast-in-place high strength grade in all plate stitch, conserves, i.e., complete Assembling into this floor plate is constructed.
The construction of the follow-up work post such as the 8th step equipment installation and wall assembling, equipment installation.

Claims (10)

  1. A kind of 1. prefabricated assembling type reinforced concrete component with joint of steel structure, it is characterised in that:Main body is reinforced concrete Native component, joint of steel structure is provided with the junction of reinforced concrete member.
  2. 2. the prefabricated assembling type reinforced concrete component according to claim 1 with joint of steel structure, it is characterised in that: The reinforced concrete member is post component (10), sets what is be spliced to form by the first steel plate (15) in post component (10) end First cuff (16), the bottom of the first cuff (16) are provided with the horizontal end plate (17) being connected with the first steel plate (15), the first cuff (16) it is connected by horizontal end plate (17) with the first longitudinal direction reinforcing bar (13) of post component (10), in horizontal end plate (17) and the first steel Stiffened steel plates (18) are connected between plate (15).
  3. 3. the prefabricated assembling type reinforced concrete component according to claim 1 with joint of steel structure, it is characterised in that: The reinforced concrete member is post component (10), sets what is be spliced to form by the second steel plate (11) in post component (10) end Second cuff (12), the second cuff (12) are connected with the first longitudinal direction reinforcing bar (13) in post component (10).
  4. 4. the prefabricated assembling type reinforced concrete component according to claim 3 with joint of steel structure, it is characterised in that: The ribs (14) for being used for strengthening cuff is provided between each second steel plate (11).
  5. 5. the prefabricated assembling type reinforced concrete structure with joint of steel structure according to any one in claim 2-4 Part, it is characterised in that:On post component (10) be provided with extend post component (10) side and it is corresponding with beam (30) connect First H profile steel joint (19).
  6. 6. the prefabricated assembling type reinforced concrete component according to claim 1 with joint of steel structure, it is characterised in that: The reinforced concrete member is shearing wall member (20);
    It is provided with the 3rd cuff (22) that is spliced to form by the 3rd steel plate (21) in the termination of shearing wall member (20) sleeper, the 3rd set Hoop (22) is connected with the second longitudinal direction reinforcing bar (23) in shear wall sleeper;
    Shearing wall member (20) wall body termination, shearing wall member (20) two sides be respectively equipped with some groups it is mutually corresponding 4th steel plate (24), the 4th steel plate (24) are connected with the second longitudinal direction reinforcing bar (23) in shear wall body, mutually corresponding 4th steel By to drawing reinforcing bar (25) to connect between plate (24).
  7. 7. the prefabricated assembling type reinforced concrete component according to claim 6 with joint of steel structure, it is characterised in that: The the second H profile steel joint for extending shearing wall member (20) side and connection corresponding with beam (30) is provided with wall member (26)。
  8. 8. the prefabricated assembling type reinforced concrete structure with joint of steel structure according to any one in claim 6-7 Part, it is characterised in that:Shearing wall member (20) is provided with the bracket plate (27) being connected with precast floor slab (40) or gets rid of muscle (28).
  9. 9. the prefabricated assembling type reinforced concrete component according to claim 1 with joint of steel structure, it is characterised in that: The reinforced concrete member is beam (30), and the 3rd H profile steel joint (31) is provided with the junction of beam (30) termination, 3rd H profile steel joint (31) is indulged muscle (32) with the upper underbeam of beam (30) and is connected.
  10. 10. the prefabricated assembling type reinforced concrete component according to claim 9 with joint of steel structure, its feature exist In:The shearing resistance muscle (33) being connected with precast floor slab (40) is additionally provided with beam (30).
CN201720428583.7U 2017-04-21 2017-04-21 Prefabricated assembling type reinforced concrete component with joint of steel structure Active CN206707124U (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112900618A (en) * 2021-01-27 2021-06-04 海南大学 Prefabricated frame, beam column joint and construction method
CN112922232A (en) * 2021-01-27 2021-06-08 海南大学 Beam column joint of concrete prefabricated column and construction method thereof
CN112922235A (en) * 2021-01-27 2021-06-08 海南大学 Fabricated concrete prefabricated column and construction method thereof
CN112922233A (en) * 2021-01-27 2021-06-08 海南大学 Reinforced concrete prefabricated column and construction method thereof

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112900618A (en) * 2021-01-27 2021-06-04 海南大学 Prefabricated frame, beam column joint and construction method
CN112922232A (en) * 2021-01-27 2021-06-08 海南大学 Beam column joint of concrete prefabricated column and construction method thereof
CN112922235A (en) * 2021-01-27 2021-06-08 海南大学 Fabricated concrete prefabricated column and construction method thereof
CN112922233A (en) * 2021-01-27 2021-06-08 海南大学 Reinforced concrete prefabricated column and construction method thereof
WO2022160386A1 (en) * 2021-01-27 2022-08-04 海南大学 Prefabricated assembly-type frame, prefabricated assembly-type beam-column joint and construction method therefor
WO2022160387A1 (en) * 2021-01-27 2022-08-04 海南大学 Beam-column joint of concrete precast column and construction method therefor

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Patentee after: Fujian Architectural Design Research Institute Co., Ltd.

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Patentee before: Lu Weihuang

Co-patentee before: Zeng Zhipan

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