CN103046692A - Frame-supporting column with high strength steel bars and super high strength concrete - Google Patents
Frame-supporting column with high strength steel bars and super high strength concrete Download PDFInfo
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- CN103046692A CN103046692A CN2012105840533A CN201210584053A CN103046692A CN 103046692 A CN103046692 A CN 103046692A CN 2012105840533 A CN2012105840533 A CN 2012105840533A CN 201210584053 A CN201210584053 A CN 201210584053A CN 103046692 A CN103046692 A CN 103046692A
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- 239000011372 high-strength concrete Substances 0.000 title claims abstract description 35
- 229910000831 Steel Inorganic materials 0.000 title abstract description 48
- 239000010959 steel Substances 0.000 title abstract description 48
- 239000004567 concrete Substances 0.000 claims abstract description 104
- 238000003466 welding Methods 0.000 claims abstract description 19
- 230000002787 reinforcement Effects 0.000 claims description 45
- 210000003205 muscle Anatomy 0.000 claims description 4
- 238000005496 tempering Methods 0.000 claims description 4
- 239000011376 self-consolidating concrete Substances 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 abstract description 11
- 230000006835 compression Effects 0.000 abstract description 9
- 238000007906 compression Methods 0.000 abstract description 9
- 230000007547 defect Effects 0.000 abstract description 6
- 238000010276 construction Methods 0.000 abstract description 4
- 230000001681 protective effect Effects 0.000 abstract description 3
- 238000005056 compaction Methods 0.000 abstract description 2
- 230000003014 reinforcing effect Effects 0.000 description 17
- 230000000694 effects Effects 0.000 description 8
- 230000008901 benefit Effects 0.000 description 7
- 230000006378 damage Effects 0.000 description 6
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- 238000000576 coating method Methods 0.000 description 3
- 238000002474 experimental method Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- RKTYLMNFRDHKIL-UHFFFAOYSA-N copper;5,10,15,20-tetraphenylporphyrin-22,24-diide Chemical compound [Cu+2].C1=CC(C(=C2C=CC([N-]2)=C(C=2C=CC=CC=2)C=2C=CC(N=2)=C(C=2C=CC=CC=2)C2=CC=C3[N-]2)C=2C=CC=CC=2)=NC1=C3C1=CC=CC=C1 RKTYLMNFRDHKIL-UHFFFAOYSA-N 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
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Abstract
The invention relates to a reinforced concrete frame-supporting column, in particular to a frame-supporting column with high strength steel bars and super high strength concrete. The frame-supporting column overcomes defects that axial compression ratio limits of ordinary reinforced concrete frame-supporting columns and steel reinforced concrete frame-supporting columns are low, protective covers fall easily under earthquake force, longitudinal bars and steel flanges are easy to bend, the columns are difficult to repair after an earthquake, and high strength steel bars and super high strength concrete cannot be applied, and defects that node constructions of steel reinforced concrete and steel pipe concrete frame-supporting columns are complex, the steel pipe concrete frame-supporting columns do not constrain concrete fully, and steel pipes are easy to bend. The frame-supporting column comprises longitudinal high strength steel bars, high strength closed stirrups and self-compaction super high strength concrete; and constraints include that stirrup spacing of concrete protective covers in whole concrete ranges from 30mm to 35mm, outer surfaces are aligned to outer surfaces of concrete frame-supporting columns, and the stirrup spacing of longitudinal high strength steel bars is constrained to range from 60 mm to 120 mm. By aid of constraining of closely-matched high strength welding closed stirrups on the whole concrete, mechanical properties of super high strength concrete are improved, anti-seismic properties of the column are improved, and the frame-supporting column has a wide application prospect in high-rise or super high-rise structures.
Description
Technical field
The invention belongs to a kind of building structural element, relate to a kind of steel concrete frame-supporting column.
Background technology
Because the building function requirement, bottom large space, top part vertical member can not directly connect continuously and land, and are connected with the bottom vertical member by the level conversion structure.In the time of the post of arranging conversion beam support top or shear wall, the pillar that supports conversion beam just is called frame-supporting column.
Frame-supporting column has following several types at present: 1, ordinary reinforced concrete frame-supporting column; 2, high tensile reinforcement concrete frame pillar; 3, steel reinforced concrete frame-supporting column; 4, concrete filled steel tube frame-supporting column.
Shaped steel and steel pipe yield strength, Reinforcement and the stirrup yield strength of at present frame-supporting column employing all are lower than 500 MPas.
The concrete strength of at present China's existing design specifications framing mask pillar employing must not be greater than C80, and main cause is the poor easy generation brittle fracture of high-strength super high strength concrete ductility.
The shortcoming and defect of ordinary reinforced concrete frame-supporting column: because concrete strength is low, the pillar sectional dimension is large, easily causes short column, and sag of protecting coating and vertical muscle flexing easily occur under the seismic force effects, is difficult to after the shake repair; The space that pillar accounts for is large, has reduced the economy of building; Because common stirrup intensity is low, and is incomplete to concrete constraint, when concrete compression expansion or shearing slip, stirrup is easily surrendered, thereby loses concrete restraint forces; 135 ° of crotches of the terminal existence of common stirrup, under the seismic forces repeated action, the phenomenon that releases easily appears in outside concrete disintegrating, stirrup hook, thereby loses the constraint to inner concrete and longitudinal reinforcement, further increases the weight of the earthquake of pillar; Because reinforcing bar and concrete can cooperative basis be that strain is coordinated, reinforcing bar strain when pressurized is surrendered that yield strength surpasses 800 MPas reaches 4000 microstrains, ultimate compressive strain of concrete is 3300 microstrains, produce modified difference between high tensile reinforcement and the concrete, produce the crack, yield strength, can not be surrendered when concrete destruction above the high tensile reinforcement of 800 MPas like this, the advantage that its yield strength is high fails to bring into play, is not easy to apply in engineering.
The shortcoming and defect of high tensile reinforcement concrete frame pillar: high-strength concrete ductility is poor, easily causes the pillar brittle shear failure; Because sag of protecting coating and vertical muscle flexing not by operative constraint, easily occur in the high and external protection of concrete strength under the seismic force effects, be difficult to after the shake repair; The ratio of axial compressive force to axial compressive ultimate capacity of section restriction is low, because concrete strength is high, so in order to ensure safety, will reduce the ratio of axial compressive force to axial compressive ultimate capacity of section restriction in the time of design; Because common stirrup intensity is low, and is incomplete to concrete constraint, when concrete compression expansion or shearing slip, stirrup is easily surrendered, thereby loses concrete restraint forces; 135 ° of crotches of the terminal existence of common stirrup, under the seismic forces repeated action, the phenomenon that releases easily appears in outside concrete disintegrating, stirrup hook, thereby loses the constraint to inner concrete and longitudinal reinforcement, further increases the weight of the earthquake of pillar; Because reinforcing bar and concrete can cooperative basis be that strain is coordinated, reinforcing bar strain when pressurized is surrendered that yield strength surpasses 800 MPas reaches 4000 microstrains, this moment, ultimate compressive strain of concrete was 3300 microstrains, produce modified difference between high tensile reinforcement and the concrete, produce the crack, yield strength surpasses the high-strength when concrete destruction of 800 MPas like this, can not surrender, the advantage that its yield strength is high fails to bring into play, is not easy to apply in engineering.
The shortcoming and defect of steel reinforced concrete frame-supporting column: profile steel concrete column joint cores complex structure, higher to making, the installation requirement of type steel skeleton, construction is complicated; Limit value of axial compression ratio is not high, and is not strong to the constraint of the concrete beyond the shaped steel because shaped steel is positioned at the center of profile steel concrete column, and the existence of shaped steel can't arrange compound stirrup, and under high axial compression ratio, the ductility of profile steel concrete column reduces, and energy dissipation capacity is not high; Because shaped steel and concrete binding power are much smaller than notched bars and concrete adhesion stress, so profile steel concrete column easily produces sag of protecting coating under seismic force effects, vertical muscle and the easy flexing of section steel flange are difficult to after the shake repair; Because common stirrup intensity is low, and is incomplete to concrete constraint, when concrete compression expansion or shearing slip, stirrup is easily surrendered, thereby loses concrete restraint forces; 135 ° of crotches of the terminal existence of common stirrup, under the seismic forces repeated action, the phenomenon that releases easily appears in outside concrete disintegrating, stirrup hook, thereby loses the constraint to inner concrete and longitudinal reinforcement, further increases the weight of the earthquake of pillar; Because reinforcing bar and concrete can cooperative basis be that strain is coordinated, reinforcing bar strain when pressurized is surrendered that yield strength surpasses 800 MPas reaches 4000 microstrains, this moment, ultimate compressive strain of concrete was 3300 microstrains, produce modified difference between high tensile reinforcement and the concrete, produce the crack, yield strength, can not be surrendered when concrete destruction above the high tensile reinforcement of 800 MPas like this, the advantage that its yield strength is high fails to bring into play, is not easy to apply in engineering; Because the easy flexing in the edge of a wing of high strength shaped steel so shaped steel intensity is limited, can't be used high-strength shaped steel.
Concrete filled steel tube frame-supporting column shortcoming and defect: the steel tube concrete beam and column node complex structure is unfavorable for construction; Steel pipe flexing external drum phenomenon easily occurs in steel core concrete column under seismic force effects, be unfavorable for shaking rear reparation; In order to keep concrete constraint, also in order to prevent that steel pipe from being buckled, steel core concrete column steel pipe in the time of design will carry out the unstability design, causes steel pipe walls thickness large, and steel using amount is large, and cost is high; Because unstable failure easily occurs in high tensile steel tube, so steel strength is limited, can't use high strength steel pipe.
Summary of the invention
The objective of the invention is to overcome the shortcoming of above-mentioned frame-supporting column, a kind of high tensile reinforcement super high strength concrete frame-supporting column is provided.The invention solves the come off problem of concrete cover under seismic force effects of existing ordinary reinforced concrete frame-supporting column, high tensile reinforcement concrete frame pillar, steel reinforced concrete frame-supporting column; so that yield strength can be applied in the concrete column greater than 800 MPa reinforcing bars; it is good that the relative concrete filled steel tube frame-supporting column of the present invention has a binding effect; the horizontal restrain stirrup is few, the advantage that economy is strong.
The present invention is comprised of high-strength longitudinal reinforcement, high-strength stirrup, super high strength concrete.
The objective of the invention is to reach by following measure:
Concrete is super high strength concrete in the frame-supporting column; stirrup and longitudinal reinforcement are high tensile reinforcement, and stirrup divides two types, and a kind of is the constraint longitudinal reinforcement; prevent the stirrup that longitudinal reinforcement is buckled, another is the whole concrete stirrup that constraint comprises concrete cover.
Super high strength concrete is self-compacting concrete, and intensity is greater than C100, and less than C150, maximum size of coarse aggregate is not more than 25mm.
High-strength longitudinal reinforcement is selected high-strength heat tempering bar, and yield strength is greater than 800 MPas, and less than 900 MPas, percentage of total elongation is greater than 6.5% under the maximum, force; High-strength stirrup is selected high-strength heat tempering bar, and yield strength is greater than 1100 MPas, and percentage of total elongation is greater than 4% under the maximum, force.
The stirrup of the stirrup of confined concrete and constraint longitudinal reinforcement forms closed stirrup by welding, and simultaneously lacing wire also links to each other with closed stirrup by welding; Stirrup overlap joint welding requirements double welding is not less than 5d, and d is stirrup diameter, and one side welding is not less than 10d, and welding rod intensity is not less than 500 MPas, and weld seam is full.
The stirrup spacing of confined concrete is 30-35mm, and the stirrup spacing of constraint longitudinal reinforcement is 60-120mm; Constraint comprises that the external surface of the whole concrete stirrup of concrete cover is concordant with the concrete column external surface; The frame force rib diameter is not less than 12mm, and the closed stirrup diameter of confined concrete is not less than 10mm, and the closed stirrup diameter of constraint reinforcing bar is not less than 7mm, and the lacing wire diameter is not less than 7mm; Constraint comprises that the limb distance of the concrete stirrup of concrete cover is not more than 200mm.
Prevent fires at stirrup surface spraying fireproof paint.
Self-compacting concrete avoids vibrating, and good fluidity can solve the problem of closely spaced hoops concreting difficulty.
Beneficial effect of the present invention is:
Owing to having adopted super high strength concrete, can greatly reduce the sectional dimension of frame-supporting column, improved the economic benefit of building.
Adopt the welded closure stirrup, stirrup is divided into two kinds simultaneously, a kind of stirrup spacing is close, and special constraint comprises the whole concrete of concrete cover, and a kind of stirrup spacing is large, the constraint longitudinal reinforcement.The stirrup intensity of confined concrete is high and spacing is close; so that concrete cover is well retrained; greatly improved the limiting strain of concrete cover; experiment shows that ultimate compressive strain of concrete can reach 10000 microstrains; ultimate compressive strain of concrete is improved 3 times; yield strain is between 4000 microstrains-4500 microstrain in the time of the surrender of 800 MPas-900 MPa reinforcing bar pressurized; so super high strength concrete energy and high tensile reinforcement compatibility of deformation are until concrete column destruction; so that yield strength can be used for concrete column greater than the reinforcing bar of 800 MPas; concrete column before having solved is owing to coming off the problem that yield strength can't be used greater than the reinforcing bar of 800 MPas at the seismic force effects lower protective layer.
Relative steel core concrete column, stirrup steel content of the present invention is low, good in economic efficiency, and solid matter high-strength sealed stirrup is better than the low-intensity steel pipe to the constraint of super high strength concrete to the binding effect of super high strength concrete.
Yield strength is the consumption that the application of 800 MPas-900 MPa reinforcing bar has greatly reduced reinforcing bar, has obvious economic benefit.
Because the present invention is the super high strength concrete post, when being connected with reinforced concrete beam, node processing is convenient, and is very convenient with respect to the combination structure node construction.
The solid matter constraint contains the coagulation protective soil layer has improved the super high strength concrete post greatly at interior whole concrete high-strength stirrup anti-seismic performance.Because high-strength closed stirrup is to the operative constraint of super high strength concrete, the variation of matter has occured in the destruction of super high strength concrete post under high axial compression ratio, the super high strength concrete perfect plasticity, the super high strength concrete post is become the large eccentricity destruction of ductility by the shear failure of fragility, so that the super high strength concrete post can use, improved the limit value of axial compression ratio of super high strength concrete post in high earthquake intensity regional architecture.
Experiment shows, the concrete column comparison of axial compression of the present invention on average improves 55% than concrete column intensity, and ductility on average improves 5 times, 800-900 MPa reinforcing bar pressurized surrender in the concrete column of the present invention, and reinforcing bar is not surrendered in the contrast concrete column.
Experiment shows, the concrete column comparison under the Frequency Cyclic Static Loading of the present invention on average improves 40% than concrete column ultimate load, and ductility on average improves 4.5 times, and power consumption improves 3.5 times.
The present invention is by the change of stirrup restraint method, the self-compaction super high strength concrete, high-strength stirrup, combining of high-strength longitudinal reinforcement science, given full play to the advantage of concrete, reinforcing bar different materials, avoid the appearance of weakness in engineering of material, so that the performance of frame-supporting column increases substantially, produced positive engineering significance.
Description of drawings
Fig. 1 high tensile reinforcement super high strength concrete frame-supporting column
Among Fig. 1,1 is the whole concrete closed stirrup of constraint, and 3 is concrete, and 5 is frame force rib.
The cross section of Fig. 2 high tensile reinforcement super high strength concrete frame-supporting column
Among Fig. 2,1 is the whole concrete closed stirrup of constraint, 2 closed stirrups for the constraint longitudinal reinforcement, and 3 is concrete, and 4 are lacing wire, and 5 is frame force rib, and 6 is Reinforcement.
The assembly welding schematic diagram of Fig. 3 closed stirrup
Among Fig. 3, the closed stirrup 2 of the closed stirrup 1 of confined concrete and constraint longitudinal reinforcement: formed by several lacing wires 4 of burn-oning at a tetragonal closed stirrup 7.
The specific embodiment
All longitudinal reinforcements and stirrup are processed by the digital control steel bar processing machine by the reinforcing bar processing company of specialty, and the longitudinal reinforcement scale error is controlled at ± 5mm, and the dimension of hoop reinforcement error is controlled at ± 1mm.
Closed stirrup 7 can be obtained by the overlap joint welding, two-sided welding, and lap length is not less than 5d, single-sided welding, lap length is not less than 10d, and d is bar diameter.
Lacing wire 4 add man-hour both sides to stay 90 the degree crotches, the horizontal segment of crotch is not less than 5d at two-sided welding duration degree, length is not less than 10d during single-sided welding, d is bar diameter.
Obtain closed stirrup 1 and 2 by welded closure stirrup 7 and lacing wire 4.
According to the good stirrup of design drawing colligation and longitudinal reinforcement, a good template, concreting can complete.
Claims (5)
1. high tensile reinforcement super high strength concrete frame-supporting column; by high-strength closed stirrup 1,2; frame force rib 5; high-strength vertical muscle 6 is built by super high strength concrete 3 and is integral; it is characterized in that: stirrup and the longitudinal reinforcement of pillar are high tensile reinforcement; concrete is super high strength concrete, and high-strength closed stirrup 1 is used for retraining the whole concrete that comprises concrete cover, and high-strength closed stirrup 2 is used for restraint and high-strength longitudinal reinforcement 6.
2. high tensile reinforcement super high strength concrete frame-supporting column according to claim 1, it is characterized in that: super high strength concrete is self-compacting concrete, and intensity is greater than C100, and less than C150, maximum size of coarse aggregate is not more than 25mm.
3. high tensile reinforcement super high strength concrete frame-supporting column according to claim 1, it is characterized in that: high-strength longitudinal reinforcement is selected high-strength heat tempering bar, and yield strength is greater than 800 MPas, and less than 900 MPas, percentage of total elongation is greater than 6.5% under the maximum, force; High-strength stirrup is selected high-strength heat tempering bar, and yield strength is greater than 1100 MPas, and percentage of total elongation is greater than 4% under the maximum, force.
4. high tensile reinforcement super high strength concrete frame-supporting column according to claim 1 is characterized in that: the stirrup of the stirrup of confined concrete and constraint longitudinal reinforcement forms closed stirrup by welding, and simultaneously lacing wire also links to each other with closed stirrup by welding; Stirrup overlap joint welding requirements double welding is not less than 5d, and d is stirrup diameter, and one side welding is not less than 10d, and welding rod intensity is not less than 500 MPas, and weld seam is full.
5. high tensile reinforcement super high strength concrete frame-supporting column according to claim 1 is characterized in that: constraint comprises that the concrete stirrup spacing of concrete cover is 30-35mm, and the stirrup spacing of constraint longitudinal reinforcement is 60-120mm; The external surface that retrains the concrete stirrup that comprises concrete cover is concordant with the concrete column external surface; Constraint comprises that the limb distance of the concrete stirrup of concrete cover is not more than 200mm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210584053.3A CN103046692B (en) | 2012-12-29 | 2012-12-29 | Frame-supporting column with high strength steel bars and super high strength concrete |
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| CN201210584053.3A CN103046692B (en) | 2012-12-29 | 2012-12-29 | Frame-supporting column with high strength steel bars and super high strength concrete |
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| CN103046692A true CN103046692A (en) | 2013-04-17 |
| CN103046692B CN103046692B (en) | 2015-03-11 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103940562A (en) * | 2014-03-07 | 2014-07-23 | 山东建筑大学 | Beam end constraint device used for earthquake-proof test |
| CN107268895A (en) * | 2017-06-28 | 2017-10-20 | 华南理工大学 | A kind of overlap welding stirrup and method for improving frame column ductility |
| CN107859208A (en) * | 2017-09-19 | 2018-03-30 | 北京工业大学 | It is a kind of to damage controllable high strength concrete shear wall and preparation method thereof |
| CN112282213A (en) * | 2020-09-09 | 2021-01-29 | 华南理工大学 | Steel bar regenerated block/aggregate concrete prefabricated column and construction method thereof |
| CN112900745A (en) * | 2021-01-21 | 2021-06-04 | 中国矿业大学 | High-ductility micro-damage reinforced concrete frame beam |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103940562A (en) * | 2014-03-07 | 2014-07-23 | 山东建筑大学 | Beam end constraint device used for earthquake-proof test |
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| CN107859208A (en) * | 2017-09-19 | 2018-03-30 | 北京工业大学 | It is a kind of to damage controllable high strength concrete shear wall and preparation method thereof |
| CN112282213A (en) * | 2020-09-09 | 2021-01-29 | 华南理工大学 | Steel bar regenerated block/aggregate concrete prefabricated column and construction method thereof |
| WO2022052387A1 (en) * | 2020-09-09 | 2022-03-17 | 华南理工大学 | Reinforced recycled block/aggregate concrete precast column and construction method |
| CN112900745A (en) * | 2021-01-21 | 2021-06-04 | 中国矿业大学 | High-ductility micro-damage reinforced concrete frame beam |
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| CN103046692B (en) | 2015-03-11 |
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Owner name: QINGHAI UNIVERSITY FOR NATIONALITIES Free format text: FORMER OWNER: NORTH-CHINA WATER CONSERVANCY + HYDROELECTRIC POWER COLLEGE Effective date: 20141030 Owner name: NORTH-CHINA WATER CONSERVANCY + HYDROELECTRIC POWE Effective date: 20141030 |
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Inventor after: Zhang Qian Inventor after: Yao Xianhua Inventor after: Wang Hui Inventor after: Guan Junfeng Inventor after: Zhang Xiaoyan Inventor after: Zhao Shunbo Inventor after: Li Changyong Inventor before: Guan Junfeng Inventor before: Yao Xianhua Inventor before: Wang Hui Inventor before: Zhang Qian Inventor before: Zhang Xiaoyan Inventor before: Zhao Shunbo Inventor before: Li Changyong |
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| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 450011 ZHENGZHOU, HENAN PROVINCE TO: 810007 XINING, QINGHAI PROVINCE Free format text: CORRECT: INVENTOR; FROM: GUAN JUNFENG YAO XIANHUA WANG HUI ZHANG QIAN ZHANG XIAOYAN ZHAO SHUNBO LI CHANGYONG TO: ZHANG QIAN YAO XIANHUA WANG HUI GUAN JUNFENG ZHANG XIAOYAN ZHAO SHUNBO LI CHANGYONG |
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Effective date of registration: 20141030 Address after: 810007 Qinghai province Xining City Chengdong District Bayi Road No. 3 Applicant after: QINGHAI University FOR NATIONALITIES Applicant after: North China University of Water Resources and Electric Power Address before: 450011 School of civil and traffic engineering, North China Institute of water conservancy and hydropower, No. 36 North Ring Road, Zhengzhou, Henan Applicant before: North China University of Water Resources and Electric Power |
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| CI01 | Publication of corrected invention patent application |
Correction item: Inventor Correct: Zhang Qian|Yao Xianhua|Wang Hui|Guan Junfeng|Zhang Xiaoyan|Zhao Shunbo|Li Changyong False: Yao Xianhua|Wang Hui|Guan Junfeng|Zhang Xiaoyan|Zhao Shunbo|Li Changyong Number: 10 Volume: 31 |
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| CI03 | Correction of invention patent |
Correction item: Inventor Correct: Zhang Qian|Yao Xianhua|Wang Hui|Guan Junfeng|Zhang Xiaoyan|Zhao Shunbo|Li Changyong False: Yao Xianhua|Wang Hui|Guan Junfeng|Zhang Xiaoyan|Zhao Shunbo|Li Changyong Number: 10 Page: The title page Volume: 31 |
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Free format text: CORRECT: INVENTOR; FROM: YAO XIANHUA; WANG HUI; GUAN JUNFENG; ZHANG XIAOYAN; ZHAO SHUNBO; LI CHANGYONG TO: ZHANG QIAN; YAO XIANHUA; WANG HUI; GUAN JUNFENG; ZHANG XIAOYAN; ZHAO SHUNBO; LI CHANGYONG |
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Effective date of registration: 20170306 Address after: 556000 Beijing East Road, Guizhou, No. 46, Patentee after: GUIZHOU ZHONGJIAN WEIYE CONSTRUCTION ENGINEERING CO.,LTD. Address before: 810007 Qinghai province Xining City Chengdong District Bayi Road No. 3 Patentee before: Qinghai University For Nationalities Patentee before: North China University of Water Resources and Electric Power |
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| TR01 | Transfer of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150311 Termination date: 20161229 |
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| CF01 | Termination of patent right due to non-payment of annual fee |