CN103924742A - Reinforced concrete column with partial non-adhesive ends and preparation method thereof - Google Patents
Reinforced concrete column with partial non-adhesive ends and preparation method thereof Download PDFInfo
- Publication number
- CN103924742A CN103924742A CN201410146323.1A CN201410146323A CN103924742A CN 103924742 A CN103924742 A CN 103924742A CN 201410146323 A CN201410146323 A CN 201410146323A CN 103924742 A CN103924742 A CN 103924742A
- Authority
- CN
- China
- Prior art keywords
- steel band
- vertical muscle
- band bellows
- reinforced concrete
- bellows
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 23
- 238000002360 preparation method Methods 0.000 title claims abstract description 5
- 239000000853 adhesive Substances 0.000 title abstract description 9
- 230000001070 adhesive effect Effects 0.000 title abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 55
- 239000010959 steel Substances 0.000 claims abstract description 55
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 24
- 239000004567 concrete Substances 0.000 claims abstract description 23
- 239000006260 foam Substances 0.000 claims abstract description 23
- 210000003205 muscle Anatomy 0.000 claims description 46
- 239000003292 glue Substances 0.000 claims description 10
- 238000007789 sealing Methods 0.000 claims description 5
- 239000011241 protective layer Substances 0.000 claims description 4
- 238000012545 processing Methods 0.000 claims description 3
- 239000011230 binding agent Substances 0.000 claims description 2
- 239000010410 layer Substances 0.000 claims description 2
- 238000012946 outsourcing Methods 0.000 claims description 2
- 210000002435 tendon Anatomy 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 10
- 230000006378 damage Effects 0.000 abstract description 6
- 230000007850 degeneration Effects 0.000 abstract description 3
- 238000005265 energy consumption Methods 0.000 abstract 1
- 230000002708 enhancing effect Effects 0.000 abstract 1
- 230000002349 favourable effect Effects 0.000 abstract 1
- 230000001360 synchronised effect Effects 0.000 abstract 1
- 230000002195 synergetic effect Effects 0.000 abstract 1
- 238000000034 method Methods 0.000 description 12
- 230000008569 process Effects 0.000 description 8
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 7
- 230000002787 reinforcement Effects 0.000 description 4
- 230000001934 delay Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 230000009466 transformation Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000006735 deficit Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000000246 remedial effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
Landscapes
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses a reinforced concrete column with partial non-adhesive ends and a preparation method thereof. Partial longitudinal reinforcing bars in plastic hinge regions at both ends of the column are respectively sheathed by a steel strip corrugated pipe of which the length is twice of the height of the column section, and a 914 adhesive is utilized to attach foam gaskets to the two ends of the corrugated pipe, so that the foam gaskets and the bars in the region form a closed integral body; and thus, a non-adhesive section with a certain length is formed between the partial longitudinal bars at the end and the concrete. On the premise of ensuring the synergic deformation of the reinforced concrete column in the plastic hinge regions at the column ends, the bar strain distribution at the non-adhesive section can be uniform, and a yield section with synchronous and slow stress increase is formed, thereby postponing the buckling fracture and resilience degeneration, effectively enhancing the ductility and energy consumption capacity of the column end plastic hinge regions, and obviously improving the damage of the concrete in the region due to binding force. The whole system has the advantages of simple structure and favorable economical efficiency, and is convenient for construction.
Description
Technical field
The present invention relates to a kind of reinforced concrete post.On the basis of traditional reinforced concrete post, utilize steel band bellows to make to form without bonded areas between its end sections reinforcing bar and concrete, belong to Structural Engineering field.
Background technology
In the Structural Engineering of countries in the world, reinforced concrete structure, due to the superiority of the aspects such as its structural performance, economic indicator, shock resistance, is widely used in construction work.Its center pillar is one of important component of frame construction, under geological process, reinforced concrete member bears tension and compression effect repeatedly, damage more serious styletable plastic hinge region concrete gradually by drawing crack or crushing and come off, deactivate ahead of time, cause part vertical muscle in plastic hinge region to be surrendered very soon, bearing capacity declines rapidly, and energy dissipation capacity is poor.Even sometimes, under horizontal earthquake action, can there is stirrup external drum and break in post, and flexing fracture finally occurs.
At present, poor for styletable areas of plasticity hinge energy dissipation capacity, the phenomenon that concrete destruction is serious, main solution is to reinforce in styletable areas of plasticity hinge, as increasing section reinforcing method, paste fibrous composite reinforcing method, affixing steel plate reinforcement method etc., these mostly are remedial measures, need process component surface, the present invention improves styletable structure mechanism, guaranteeing styletable steel concrete cooperative transformation, under common stressed prerequisite, removed the adhesion stress between styletable areas of plasticity hinge part reinforcing bar and concrete, fundamentally reduced the concrete damage in styletable plastic hinge region, make to form without adhesive section reinforcing bar the surrender section of a strain simultaneous growth, delayed the degeneration of restoring force, strengthen the energy dissipation capacity of plastic hinge region, difficulty of construction is little, and economy is strong, be adapted at extensively promotion and application in engineering.
Summary of the invention
The object of the invention is to for problems of the prior art, propose end sections without bonding reinforced concrete post and construction method thereof.The present invention can improve the problem that end concrete destroys due to steel concrete cementation aggravation concrete cracking, extend reinforcement yielding segment length, improve the energy dissipation capacity of reinforced concrete post under geological process, optimize design and the construction of reinforced concrete post, improve its anti-seismic performance and durability.
The present invention realizes by following technical method:
End sections is without bonding reinforced concrete post, comprise the reinforcing cage that four jiaos of vertical muscle (1) in place, the vertical muscle (2) in other positions and stirrup (3) form, it is characterized in that: be also included in the vertical muscle of styletable part end by steel band bellows (4), foam ring washer (5), the fixing adhesive-less layer that is made into sealing with tied silk (6) and 914 glue.Steel band bellows (4) is supported on the end of the vertical muscle (1) of part and (2) by foam ring washer (5); so that possess certain gap between itself and steel band bellows (4); between the steel band bellows (4) of foam ring washer (5) and vertical muscle (1) and (2) and outsourcing, use 914 glue bonds; to guarantee sealing; the two ends of steel band bellows (4) are fixed by tied silk colligation, and steel band bellows (4) outer setting has concrete cover.
Described steel band bellows (4) diameter is 1.5 times of vertical muscle diameters, its position be post except the vertical muscle (2) in other positions four jiaos from styletable cross section along axis of a cylinder in one times of column section altitude range.
Described steel band bellows (4) thickness is 0.5mm～2mm, and its inside is 0.25 times of vertical muscle diameter apart from the distance of vertical internal rod everywhere, its outside apart from other reinforcing bars or bellows distance be more than or equal to vertical muscle diameter also >=25mm.
Its diameter of described foam ring washer (5) is 1.5 vertical muscle diameters, and the circular hole boring that vertical muscle (2) diameter of correspondence is diameter is carried out respectively take in the center of circle.
The described vertical muscle (2) that is provided with steel band bellows (4) is when carrying out reinforcing bar binding, and its section type heart is compared other vertical muscle and inwardly regained 0.25 times of vertical muscle diameter, to guarantee steel band bellows (4) and the smooth colligation of stirrup.
The stirrup without the bonding section of setting of described post (3), its spacing is 0.5 times of other parts stirrup spacing.
The protective layer thickness of described post is according to starting to post edge from bellows outside, and should be according to the regulation setting of the vertical tendon protective layer of coupled columns in standard.
Utilize above-mentioned steel band bellows (4) to form end sections without the preparation method of bonding reinforced concrete post, its step is as follows:
Step 1: steel band bellows (4) is enclosed within and carries out, on the vertical muscle (2) processing of end without binder-treatment, foam ring washer (5) is enclosed within to vertical muscle (2) upper, and it being inner to be embedded in steel band bellows (4) two ends.
Step 2: with the gap between the vertical muscle (2) of 914 glue bonds and foam ring washer (5) and foam ring washer (5) and steel band bellows (4), guarantee steel band bellows (4) position to be bonded at apart from one times of column section height and position place of styletable.
Step 3: with the two ends of tied silk (6) colligation steel band bellows (4) and be fixed on mould.
Step 4: after 914 glue make a good job of, inner concreting, and externally establish concrete cover.
The present invention has the following advantages:
1, improve the concrete degree of impairment in styletable plastic hinge region.The concrete of styletable moment of flexure maximum, under geological process repeatedly, often owing to producing many micro-cracks near reinforcing bar with the cementation of tensile reinforcement.Along with the growth of micro-crack, they connect with external crack gradually, form larger drawing crack crack.The present invention, from the concrete force-mechanism of styletable, removes the adhesion stress between the steel concrete of plastic hinge region, prevents that concrete in tension zone from, too early by drawing crack, reducing concrete damage.
2, surrender Duan Gengchang, energy dissipation capacity strengthens, and delays restoring force and degenerates.Due to the existence of end adhesion stress, the reinforcement stresses of reinforced concrete post is in the past along axis of a cylinder to be ever-increasing trend to end, and forms stress and strain maximum point in end.Therefore the surrender of reinforcing bar and destruction mainly concentrate on this point, and energy dissipation capacity is poor.After the construction method of styletable being improved by the present invention, styletable does not arrange without the plain bars of adhesive section and repeatedly under geological process, is first surrendering, consume part seismic energy, the reinforcing bar that residue end arranges without adhesive section distributes comparatively even in this section internal strain, along with geological process repeatedly will form the surrender section of a stress simultaneous growth, the stretch section of post obviously extends, and the energy dissipation capacity of styletable reinforcing bar obviously improves, and the degeneration of restoring force slows down.
3, prevent that post from flexing fracture occurring under geological process.Be fixed on the steel band bellows in certain limit on vertical muscle and contact better with outside concrete, the stiffness bearer of arranging in steel band bellows can limit the bending deformation of reinforcing bar in bellows.Under geological process, the concrete of steel band bellows close contact outside with it, stirrup can play the effect that necessarily delays even to prevent the vertical muscle generation flexing fracture in plastic hinge region.
4, construction is simple, easy operating.The steel band bellows using in work progress is fixed on the reinforcing bar processing, and can cut randomly according to scantling, by common laborer, can be completed, and has the features such as simple to operate, convenient and quick construction.
5, economy is strong.This programme is applied in styletable plastic hinge region, successful and improve hardly construction costs, and cost performance is very high, is adapted at extensively promoting in engineering.
Accompanying drawing explanation
Fig. 1 is that the present invention is at the use status architecture schematic diagram of post plastic hinge region.
Fig. 2 is Fig. 1 center pillar section A-A sectional drawing.
Fig. 3 is Fig. 1 center pillar section B-B sectional drawing.
Fig. 4 is fragmentary detail view in Fig. 1.
The vertical muscle in four jiaos of places of 1-post in figure; Muscle is indulged in other positions of 2-post; 3-column tie-bar; 4-steel band bellows; 5-foamed gaskets; 6-tied silk.
The specific embodiment
The following stated, is only wherein a kind of embodiment of the present invention, also can be for the plastic hinge region part reinforcing bar of other post member.Everyly according to the technology of the present invention essence, above example is made to any modification, change or equivalent transformation, all should belong to the protection domain of technical solution of the present invention.
1, associated materials is made
Choose the steel band bellows that diameter is about 11.5 times of vertical muscle diameter d, be cut into 1 times of high H length of column section, every arranges end without two sections of steel band bellows of reinforcing bar configuration of bonding.Foam ring washer thickness is 3cm, is cut into take the ring washer that inside diameter of bel is diameter, in the center of circle, with diameter d 1, bores a hole, and every steel band bellows needs two corresponding foam ring washers.
2, steel band bellows is fixing
For the side arranging without the vertical muscle of adhesive section, with tape measure, measure and mark capital (end) cross section end points a and apart from another b of its H length, 914 glue are spread upon to b point and put a slice foam ring washer at this point, make itself and vertical muscle bonding.Foam ring washer outer is smeared to 914 glue equally, from being inserted in vertical muscle apart from the nearer one end of pad, until steel band bellows contacts foam ring washer, foam ring washer is bonded in corrugated tube end steel band bellows.Equally at vertical muscle b point also bonding a slice foam ring washer, and with 914 glue by bonding inside ring washer extension and bellows other end end, guarantee sealing.For the longer steel band bellows of length, except foamed gaskets is arranged at two ends, the foamed gaskets that also portion arranges some uniformly-spaced to be within it to avoid tube wall too near with reinforcing bar distance, and only need pad and vertical muscle is bonding, answer≤500mm of pad spacing.
3, the colligation of reinforcing cage
With tied silk, be tightly wrapped in respectively the cross section that steel band bellows two ends are foamed gaskets place, guarantee that tied silk can not move and reserve a part of tied silk relative to steel band bellows, in strict accordance with related specifications and drawing, carry out the colligation of reinforcing cage afterwards.
4, formwork
According to the size of post, carry out formwork, check that template is fixed on reinforcing cage in mould after qualified, and upper lower section or the side of tied silk reserved in 3 and mould are connected and fixed, further guarantee that in casting process, the relative reinforcing bar of steel band bellows cross section is not moved.
5, build and vibrate
Concreting is in template and vibrate, until closely knit.Vibrating spear must not touch steel band bellows.
Claims (8)
1. end sections is without bonding reinforced concrete post, comprise the reinforcing cage that four jiaos of vertical muscle (1) in place, the vertical muscle (2) in other positions and stirrup (3) form, it is characterized in that: be also included in the vertical muscle of styletable part end by steel band bellows (4), foam ring washer (5), the fixing adhesive-less layer that is made into sealing by tied silk (6); Steel band bellows (4) is supported on the end of the vertical muscle (1) of part and (2) by foam ring washer (5); so that possess certain gap between itself and steel band bellows (4); between the steel band bellows (4) of foam ring washer (5) and vertical muscle (1) and (2) and outsourcing, use 914 glue bonds; to guarantee sealing; the two ends of steel band bellows (4) are fixed by tied silk colligation, and steel band bellows (4) outer setting has concrete cover.
2. comply with end sections claimed in claim 1 without bonding reinforced concrete post, utilize above-mentioned steel band bellows (4) to form end sections without the preparation method of bonding reinforced concrete post, it is characterized in that: its step is as follows:
Step 1: steel band bellows (4) is enclosed within and carries out, on the vertical muscle (2) processing of end without binder-treatment, foam ring washer (5) is enclosed within to vertical muscle (2) upper, and it being inner to be embedded in steel band bellows (4) two ends;
Step 2: with the gap between the vertical muscle (2) of 914 glue bonds and foam ring washer (5) and foam ring washer (5) and steel band bellows (4), guarantee steel band bellows (4) position to be bonded at apart from one times of column section height and position place of styletable;
Step 3: with the two ends of tied silk (6) colligation steel band bellows (4) and be fixed on mould;
Step 4: after 914 glue make a good job of, inner concreting, and externally establish concrete cover.
3. according to right 1, require described end sections without bonding reinforced concrete post, it is characterized in that steel band bellows diameter is 1.5 times of vertical muscle diameters, its position be post remove four jiaos locate the vertical muscle in other positions from styletable cross section along axis of a cylinder in one times of column section altitude range.
4. according to right 1, require described end sections without bonding reinforced concrete post, it is characterized in that steel strip corrugated tube thickness is 0.5mm～2mm, its inside is 0.25 times of vertical muscle diameter apart from the distance of vertical internal rod everywhere, its outside apart from other vertical muscle or bellows distance be more than or equal to vertical muscle diameter also >=25mm.
5. according to right 1, require described end sections without bonding reinforced concrete post, it is characterized in that foam ring washer diameter is 1.5 times of vertical muscle diameters, and the circular hole boring that the vertical muscle diameter of correspondence is diameter is carried out respectively take in the center of circle.
6. according to right 1, require described end sections without bonding reinforced concrete post, it is characterized in that the vertical muscle that is provided with steel band bellows is when carrying out reinforcing bar binding, its cross section centre of form is compared in other vertical muscle and is moved 0.25 times of vertical muscle diameter, to guarantee the smooth colligation of steel band bellows and stirrup.
7. according to right 1, require described end sections without bonding reinforced concrete post, it is characterized in that the protective layer thickness of post is according to starting to post edge from bellows outside, and should be according to the regulation setting of the vertical tendon protective layer of coupled columns in standard.
8. according to right 1, require described end sections without bonding reinforced concrete post, generally, steel band bellows also available PVC bellows replaces.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410146323.1A CN103924742B (en) | 2014-04-11 | 2014-04-11 | End sections unbonded reinforcement concrete column and preparation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410146323.1A CN103924742B (en) | 2014-04-11 | 2014-04-11 | End sections unbonded reinforcement concrete column and preparation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103924742A true CN103924742A (en) | 2014-07-16 |
| CN103924742B CN103924742B (en) | 2016-10-26 |
Family
ID=51143120
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410146323.1A Active CN103924742B (en) | 2014-04-11 | 2014-04-11 | End sections unbonded reinforcement concrete column and preparation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103924742B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2346862Y (en) * | 1998-12-30 | 1999-11-03 | 北京市建筑工程研究院 | Dual-layer plastic coated non-adhered ribs bundle |
| US20010046417A1 (en) * | 2000-04-11 | 2001-11-29 | Hirokazu Iemura | High-aseismic reinforced concrete pier using unbonded high-strength core member |
| CN1727599A (en) * | 2004-07-27 | 2006-02-01 | 柳州欧维姆机械股份有限公司 | No bonded finish rolled deformed reinforcing bar with spiral ribs, anchoring system and construction method |
| JP2007009460A (en) * | 2005-06-29 | 2007-01-18 | Kajima Corp | Rc structure and plastic hinge section thereof |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN102535743A (en) * | 2012-02-20 | 2012-07-04 | 同济大学 | Unbonded prestressed steel concrete beam |
| CN103290993A (en) * | 2013-06-03 | 2013-09-11 | 北京工业大学 | Mid-span self-resetting soft-steel energy-dissipation concrete beam |
| CN103541438A (en) * | 2013-10-28 | 2014-01-29 | 北京工业大学 | Reinforced concrete cylindrical node area reinforcing structure wrapped by steel wire mesh and externally provided with thin wall round steel pipe and manufacturing method thereof |
-
2014
- 2014-04-11 CN CN201410146323.1A patent/CN103924742B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2346862Y (en) * | 1998-12-30 | 1999-11-03 | 北京市建筑工程研究院 | Dual-layer plastic coated non-adhered ribs bundle |
| US20010046417A1 (en) * | 2000-04-11 | 2001-11-29 | Hirokazu Iemura | High-aseismic reinforced concrete pier using unbonded high-strength core member |
| CN1727599A (en) * | 2004-07-27 | 2006-02-01 | 柳州欧维姆机械股份有限公司 | No bonded finish rolled deformed reinforcing bar with spiral ribs, anchoring system and construction method |
| JP2007009460A (en) * | 2005-06-29 | 2007-01-18 | Kajima Corp | Rc structure and plastic hinge section thereof |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN102535743A (en) * | 2012-02-20 | 2012-07-04 | 同济大学 | Unbonded prestressed steel concrete beam |
| CN103290993A (en) * | 2013-06-03 | 2013-09-11 | 北京工业大学 | Mid-span self-resetting soft-steel energy-dissipation concrete beam |
| CN103541438A (en) * | 2013-10-28 | 2014-01-29 | 北京工业大学 | Reinforced concrete cylindrical node area reinforcing structure wrapped by steel wire mesh and externally provided with thin wall round steel pipe and manufacturing method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103924742B (en) | 2016-10-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106245540B (en) | It is a kind of based on retarded adhesive prestressed bridge strengthening system and reinforcement means | |
| CN102182277A (en) | Fiber reinforced precast concrete tubular column and construction method thereof | |
| CN103774755A (en) | Prestressed prefabricated ECC-RC combination beam column joint component | |
| CN105401655A (en) | Self-control energy consumption unbonded prestressed concrete framework | |
| CN105756365B (en) | A kind of method of rapid reinforcement beams of concrete | |
| CN103924737B (en) | End is without bonding variable strength reinforced column | |
| CN106498847B (en) | A kind of connection structure and connection method of prefabricated bent cap and prefabricated stand column | |
| CN203498827U (en) | Anti-floating glass fiber reinforced plastic bar and steel bar reinforcement cage used for underground engineering construction | |
| CN205894488U (en) | Double -deck stirrup restraint high -strength concrete composite columns | |
| CN103737718B (en) | Prefabricated reinforced concrete hollow column template and preparation method thereof | |
| CN203129623U (en) | Composite strengthening structure for building | |
| CN204081070U (en) | A kind of large span steel frame beam cantilevered structure | |
| CN103924736A (en) | Reinforced concrete column with non-adhesive ends and preparation method thereof | |
| CN103924729A (en) | Reinforced concrete beam with partial non-adhesive ends and preparation method thereof | |
| CN206273875U (en) | A kind of attachment structure of prefabricated bent cap and prefabricated stand column | |
| CN103924742A (en) | Reinforced concrete column with partial non-adhesive ends and preparation method thereof | |
| CN103924731A (en) | Reinforced concrete beam with non-adhesive ends and preparation method thereof | |
| CN103938800B (en) | The different soap-free emulsion polymeization length reinforced column in end | |
| CN105019429A (en) | Partially-prestressed Y-shaped precast reinforced concrete pile | |
| CN102912740A (en) | Reinforcing method for road simply-supported girder bridge | |
| CN210288088U (en) | Limited buffer shear connector with rubber ring | |
| CN103924728B (en) | End soap-free emulsion polymeization variable strength reinforced beam | |
| CN202401665U (en) | Self-adapting split column | |
| CN205024584U (en) | Pre -stressed reinforcement's segmentation anchor structure in case roof beam | |
| CN204609005U (en) | Close rib building roof bean column node |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20210115 Address after: Room 1424, Floor 4, Peony Pioneer Building, No. 2 Garden Road, Haidian District, Beijing, 100191 Patentee after: Beijing Zhonglian Technology Service Co.,Ltd. Address before: 100124 No. 100 Chaoyang District Ping Tian Park, Beijing Patentee before: Beijing University of Technology |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20240206 Address after: No. 59 Shuangyuan Street, Industrial Park, Lixin Street, Gangcheng District, Jinan City, Shandong Province, 250000 Patentee after: Shandong Ruiye Construction Co.,Ltd. Country or region after: China Address before: Room 1424, Floor 4, Peony Pioneer Building, No. 2 Garden Road, Haidian District, Beijing, 100191 Patentee before: Beijing Zhonglian Technology Service Co.,Ltd. Country or region before: China |