CN205062860U - Side slope model test device is consolidated to stock - Google Patents
Side slope model test device is consolidated to stock Download PDFInfo
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- CN205062860U CN205062860U CN201520606846.XU CN201520606846U CN205062860U CN 205062860 U CN205062860 U CN 205062860U CN 201520606846 U CN201520606846 U CN 201520606846U CN 205062860 U CN205062860 U CN 205062860U
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- rock mass
- anchor pole
- side slope
- stock
- transparent rock
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Abstract
The utility model discloses a side slope model test device is consolidated to stock, include by transparent rock mass, experimental support and stock, wherein, transparent rock mass be used for the simulated rock side slope, preset 1-3 crack in the transparent rock mass, experimental support is used for supporting transparent rock mass and erects digital camera, the stock passes through drilling the crack, just the stock spills in hole collar department transparent rock mass is partly, anchor steel sheet outside the end connection of the part exposed has, the stock hole collar department be provided with the anchor pier be used for for stock prestress application, the sleeve pipe is established to the outside cover of stock. This test device can consolidate the side slope work progress by the whole stock of visual simulation to can survey punching process to rock mass and fissured influence and stock and rock mass interact, have important guidance and refer to the meaning with the design to guideing the stock to consolidate the slope engineering construction, and test device easy operation easily realizes.
Description
Technical field
The utility model relates to transparent rock mass materials, rock mass slope stabilization works modeling techniques field, is mainly applicable to the technical fields such as civil engineering model testing, particularly relates to a kind of bolt anchorage side slope model test apparatus.
Background technology
When there is crack in rock slope, need to take measures to reinforce rock mass; Landslide is avoided to cause significant impact to people's life and property safety.At present the improvement of rock slope is mainly concentrated on and cut slope, lightening and adverse pressure, antiskid retaining wall is set, on the several method such as antislide pile and prestressed anchor.Reinforcement with prestressed anchor technology utilizes the longitudinal pulling force of anchor rod body and injecting cement paste material composition to do in order to improve rock mass globality, plays the effect of reinforcing side slope; But the mechanism of action at present for this technical method is understood relative less with consolidation effect.Therefore, seeking a kind of model test apparatus of visual inspection bolt anchorage side slope, is the direction that present engineers and technicians lay siege to.
Before the utility model, Chinese utility model patent " a kind of settlement observation anchor pole " (patent No.: ZL201420339196.2) discloses a kind of settlement observation anchor pole; This technical scheme is by being connected the first anchor bar body with the second anchor bar body with branch sleeve, and one end of the second anchor bar body is axially extended with a spherical, and described spherical is provided with Sopwith staff, utilizes spherical and Sopwith staff to observe; But this technical scheme address only anchor pole settlement observation problem.Chinese invention patent " anchor pole or cable bolting stress test method and device " (patent No.: ZL201010258075.1) discloses a kind of anchor pole or cable bolting stress test method and device.This technical scheme is by being mixed and made into the model of cubic by coal petrography powder and water and additive, some anchor poles or anchor cable is installed on a certain surface of model, strain gauge is buried underground between anchor pole or anchor cable, at nut or between ground tackle and model, supporting plate is installed, anchor pole or anchor dynamometer are set between supporting plate and model, supporting plate arranges some displacement transducers, tests anchor pole or cable bolting stress with this.But this technical scheme address only anchor pole or cable bolting stress test problem.
In summary, engineering circles is for the impact how observing drill process on rock mass and crack thereof, and the problem understanding such as anchor pole-rock mass interaction mechanism still not comprehensively deeply.Therefore, develop a kind of visual bolt anchorage rock mass slope model test apparatus and seem particularly urgent.
Utility model content
Utility model object: for solving problems of the prior art, solve the impact of drill process on rock mass and crack thereof, when anchor pole-rock mass interacts, rock mass deformation, bolt deformation and consolidation effect cannot the problems of visual inspection, the utility model provides a kind of visual bolt anchorage side slope model test apparatus based on transparent rock mass materials, to observe drill process on before and after the impact in rock mass and crack thereof and anchor bolt construction and rock mass interaction process.
Technical scheme: for realizing above-mentioned technical purpose, bolt anchorage side slope model test apparatus of the present utility model, comprise by transparent rock mass, test bracket and anchor pole, wherein, described transparent rock mass is used for simulation rock side slope, preset 1 ~ 3 crack in described transparent rock mass, described test bracket is for supporting transparent rock mass and erection digital camera; Described anchor pole is by holing through described crack, and described anchor pole spills a described transparent rock mass part at hell place, be connected with external anchor steel plate in the end of the part exposed; Described anchor pole be provided with at hell place anchor pier for give described anchor pole Shi Hanzhang; The outside sheathed sleeve pipe of described anchor pole.
Preferably, described transparent rock mass is by carrying out melting, a primary fragmentation, selecting cleaning, second-time breakage, second melting by natural silica, the slurries of molten condition are cast in the mould designing simulation rock side slope size afterwards and obtain, wherein before building, arrange 1 ~ 3 simulation fracture according to design attitude at mould inside
Preferably, the width of described transparent rock mass is 500 ~ 600mm, is highly 500 ~ 600mm, and described transparent rock mass has an inclined plane, and described inclination face width is 300 ~ 400mm, height is 300 ~ 400mm.
Preferably, the material in described crack is clay; The through whole transparent rock mass or not through in described crack; Below described fracture extension to bottom, inclined plane, inclined plane or in the middle of inclined plane.
Preferably, described test bracket is made up of steel, comprise base, longitudinal rod and transverse bar, wherein, described base is for supporting transparent rock mass, and the base of a side of described base is provided with chute, and described longitudinal rod vertical bottom face being arranged in described chute moves along described chute, longitudinal rod can move forward and backward along chute, and described longitudinal rod is provided with can the digital camera of movement on described longitudinal rod; One end of described transverse bar is connected with described longitudinal rod and is set in parallel in the top of transparent rock mass, and described transverse bar is provided with can the digital camera of movement on the transverse bar.By above-mentioned setting, the digital camera be arranged on longitudinal rod can move forward and backward along chute direction on the one hand, can move up and down by bar along the longitudinal on the other hand, therefore can be implemented in the movement on whole chute longitudinal surface, thus the whole side that transparent rock mass can be observed corresponding.In like manner, be arranged at the digital camera on transverse bar, can move forward and backward along chute along with the movement of longitudinal rod on the one hand, can move horizontally along transverse bar on the other hand, therefore can be implemented in the movement on whole horizontal plane, namely can observe the activity above transparent rock mass.
Preferably, described anchor pole adopts indented bars, its diameter is 20 ~ 40mm, length is 550 ~ 650mm, anchor pole exposes transparent rock mass 10 ~ 20mm, end, anchor pole exposed portion is connected with external anchor steel plate, the free segment of anchor pole is coated with anhydrous butter oil, anchor pole outer jacket is by vinyon sleeve pipe, casing diameter is greater than anchor pole external diameter 5 ~ 10mm, described sleeve pipe and anchoring section joint sealing-plug are closed closely knit, in case slurries freedom of entry section during slip casting, the anchor pole section of bore inner arranges centering bracket every 100mm along its length.
Preferably, the shape of described external anchor steel plate is circular, and diameter is 80 ~ 100mm, and thickness is 20 ~ 40mm.
Preferably, the aperture of described boring is 50 ~ 100mm; The degree of depth of described boring is determined according to punch position; Crack 50 ~ 125mm is passed through in described boring; Described boring arrangement mode is blossom type or arranged in squares.
Preferably, described anchor pier concreting, the trapezoidal stage body that for being highly 100mm, the top length of side is 100 ~ 150mm, the bottom length of side is 200 ~ 400mm.
Preferably, the anchoring section cement injection mortar of described inside pipe casing, or at free segment and anchoring section cement injection mortar, the material of described cement mortar adopts M30 cement mortar, water/binder ratio is 0.4 ~ 0.6, cement-sand ratio is 0.8 ~ 1.2, and grouting pressure controls at 0.4 ~ 1MPa, can add a certain amount of Admixture or admixture if desired.
Beneficial effect: compared with prior art, the utility model can visual Simulation whole bolt anchorage slope construction process, and drill process can be observed rock mass and the impact in crack thereof and the interaction of anchor pole and rock mass, for instructing bolt anchorage slope project construction and design, there is important guidance and reference significance; And experimental facilities is simple to operate, be easy to realize.
Accompanying drawing explanation
Fig. 1 is the utility model device longitudinal profile structural representation;
Fig. 2 is the utility model device top view, and wherein, boring is in quincunx arrangement;
Wherein, 1 is transparent rock mass, and 2 is crack, 3 is anchor pole, and 4 is boring, and 5 is cement mortar, 6 is anchor pier, and 7 is the digital camera above transparent rock mass, and 8 is the digital camera of transparent rock mass side, 9 is base, and 10 is chute, and 11 is transverse bar, 12 is longitudinal rod, A is transparent rock mass height, and B is transparent rock mass width, and C is that the length in crack and anchor rod anchored segment length are passed through in boring; D is free section length; E is that anchor pole exposes transparent rock mass length.
Detailed description of the invention
Detailed description of the invention of the present utility model is described in detail below in conjunction with accompanying drawing.Protection domain of the present utility model is not limited only to the description of present embodiment.
Shown in Fig. 1 and Fig. 2, the utility model proposes a kind of bolt anchorage side slope model test apparatus based on transparent rock mass, comprise transparent rock mass 1, test bracket and anchor pole 3, wherein, transparent rock mass 1 is for simulation rock side slope, 1 ~ 3 crack 2 is preset in transparent rock mass 1, test bracket is for supporting transparent rock mass and erection digital camera, test bracket is made up of steel, comprise base 9, longitudinal rod 12 and transverse bar 11, wherein, base 9 is for supporting transparent rock mass 1, the base of a side of base 9 is provided with chute 10, longitudinal rod 12 vertical bottom face to be also arranged in chute 10 and to move along this chute, longitudinal rod 12 can move forward and backward along chute 10, longitudinal rod 12 is provided with can the digital camera 8 (i.e. the digital camera of transparent rock mass side) of movement on longitudinal rod, one end of transverse bar 11 is connected with longitudinal rod 12 and is set in parallel in the top of transparent rock mass 1, and transverse bar 11 is provided with can the digital camera 7 (digital camera namely above transparent rock mass) of movement on transverse bar 11.By above-mentioned setting, the digital camera be arranged on longitudinal rod can move forward and backward along chute direction on the one hand, can move up and down by bar along the longitudinal on the other hand, therefore can be implemented in the movement on whole chute longitudinal surface, thus the whole side that transparent rock mass can be observed corresponding.In like manner, be arranged at the digital camera on transverse bar, can move forward and backward along chute along with the movement of longitudinal rod on the one hand, can move horizontally along transverse bar on the other hand, therefore can be implemented in the movement on whole horizontal plane, namely can observe the activity above transparent rock mass.
Anchor pole 3 is by holing through crack 2, and anchor pole 3 spills transparent rock mass 10 ~ 20mm at hell place, anchor pole adopts indented bars, its diameter is 20 ~ 40mm, length is 550 ~ 650mm, is connected with external anchor steel plate in the end of the part exposed, and the shape of external anchor steel plate is circular, diameter is 80 ~ 100mm, and thickness is 20 ~ 40mm.The free segment D of anchor pole is coated with anhydrous butter oil, overcoat vinyon sleeve pipe, casing diameter is greater than anchor pole external diameter 5 ~ 10mm (the present embodiment is 5mm), close closely knit with anchoring section C joint sealing-plug, in case slurries freedom of entry section during slip casting, the anchor pole section of bore inner arranges centering bracket every 100mm along its length; Anchor pole be provided with at hell place anchor pier for give described anchor pole Shi Hanzhang, anchor pier concreting, the trapezoidal stage body that for being highly 100mm, the top length of side is 100 ~ 150mm, the bottom length of side is 200 ~ 400mm.The aperture of boring is 50 ~ 100mm; The degree of depth of boring is determined according to punch position; Crack 50 ~ 125mm is passed through in boring; Described boring arrangement mode is blossom type or arranged in squares.The material of cement mortar 5 adopts M30 cement mortar, and water/binder ratio is 0.4 ~ 0.6, and cement-sand ratio is 0.8 ~ 1.2, and grouting pressure controls at 0.4 ~ 1MPa, can add a certain amount of Admixture or admixture if desired.
Before enforcement, first to carry out the preparation of transparent rock mass 1: choose natural silica material block, clean, reject impurity content high material block laggard row melting, a primary fragmentation, select cleaning, second-time breakage, second melting, being cast in by the slurries of molten condition afterwards designs in the mould of size, wherein before building, arranges simulation fracture material according to design attitude at mould inside.
The present invention is described in detail below by specific embodiment.
Embodiment 1
In the present embodiment, the transparent rock mass of preparation is of a size of: height A is 600mm, width B is 500mm, thickness is 500mm, and arranges the material of simulation fracture at mould inside according to design attitude before building.During enforcement, open the digital camera 8 of digital camera 7 above transparent rock mass 1 and transparent rock mass side, in order to record whole process of the test, digital camera wherein above transparent rock mass 17 is by the movement of longitudinal rod 12 in chute 10 and its mobile movement realized at horizontal plane on transverse bar 11, and the digital camera 8 of transparent rock mass side can move in longitudinal surface as desired, by the movement of longitudinal rod in chute 10 and its mobile realization on longitudinal rod 12.The transparent rock mass 1 prepared is positioned over test bracket 9, determines boring 4 position; Hole 4 aperture 100mm, and 4 spacing of holing are 3 times of bore diameters, and boring is arranged as quincunx, as shown in Figure 2.According to designing requirement, determine the degree of depth of each boring 4,4 degree of depth of holing will pass through crack 100mm.Anchor pole 3 is arranged in boring 4.According to designing requirement, calculate anchor pole 3 length, produce satisfactory anchor pole 3, in the present embodiment, the diameter of anchor pole is 30mm, length is 3m, anchor pole 3 exposes transparent rock mass 100mm, and the free segment of anchor pole 3 is coated with anhydrous butter oil, overcoat vinyon sleeve pipe, casing diameter is greater than anchor pole 3 external diameter 5mm, close closely knit with anchoring section joint sealing-plug, in case slurries freedom of entry section during slip casting, the anchor pole section of bore inner arranges centering bracket every 100mm along its length.Preparation cement mortar 5, its material adopts M30 cement mortar, and water/binder ratio is 0.5, and cement-sand ratio is 1.0, and grouting pressure controls at 0.8MPa, can add a certain amount of Admixture or admixture if desired; By grouting pump, cement mortar 5 is delivered to foot of hole through Grouting Pipe, along with the injection of cement mortar 5, progressively Grouting Pipe slowly outwards should be extracted out until hell from foot of hole, should ensure that in tube drawing process the mouth of pipe is embedded in cement mortar 5 all the time, finally with anchor pole aperture overflow cement mortar 5 for standard determine slip casting expire hole.Utilize external anchor steel plate to anchor pole 3 Shi Hanzhang, the shape of external anchor steel plate is circular, and diameter is 80mm, and thickness is 25mm; Concreting forms anchor pier 6 afterwards, and anchor pier 6 is highly 100mm, the trapezoidal stage body that the top length of side is 100mm, the bottom length of side is 250mm; Complete whole bolt anchorage slope construction model testing process.
Embodiment 2
The present embodiment technical scheme substantially with embodiment 1, unlike, this enforcement anchor pole 3 spills transparent rock mass 15mm at hell place, and bolt diameter is 20mm, and length is 600mm, and external anchor steel board diameter is 80mm, and thickness is 25mm.Anchor pier concreting, the trapezoidal stage body that for being highly 100mm, the top length of side is 100mm, the bottom length of side is 200mm.The aperture of boring is 55mm; The degree of depth of boring is determined according to punch position; Crack 75mm is passed through in boring; Described boring arrangement mode is blossom type or arranged in squares.The material of cement mortar 5 adopts M30 cement mortar, and water/binder ratio is 0.4, and cement-sand ratio is 0.8, and grouting pressure controls at 0.6MPa.
Above-described embodiment is only the explanation to a kind of embodiment of the present utility model, and those skilled in the art can suitably regulate each parameter according to specific needs.
The utility model can visual Simulation whole bolt anchorage slope construction process, and drill process can be observed rock mass and the impact in crack thereof and the interaction of anchor pole and rock mass, for instructing bolt anchorage slope project construction and design, there is important guidance and reference significance; And experimental facilities is simple to operate, be easy to realize.
Claims (10)
1. a bolt anchorage side slope model test apparatus, it is characterized in that, comprise transparent rock mass, test bracket and anchor pole, wherein, described transparent rock mass is used for simulation rock side slope, preset 1 ~ 3 crack in described transparent rock mass, described test bracket is for supporting transparent rock mass and erection digital camera; Described anchor pole is by holing through described crack, and described anchor pole spills a described transparent rock mass part at hell place, be connected with external anchor steel plate in the end of the part exposed; Described anchor pole be provided with at hell place anchor pier for give described anchor pole Shi Hanzhang; The outside sheathed sleeve pipe of described anchor pole.
2. bolt anchorage side slope model test apparatus according to claim 1, it is characterized in that, described transparent rock mass is by carrying out melting, a primary fragmentation, selecting cleaning, second-time breakage, second melting by natural silica, the slurries of molten condition are cast in the mould designing simulation rock side slope size afterwards and obtain, wherein before building, arrange 1 ~ 3 simulation fracture according to design attitude at mould inside.
3. bolt anchorage side slope model test apparatus according to claim 1, it is characterized in that, the width of described transparent rock mass is 500 ~ 600mm, is highly 500 ~ 600mm, described transparent rock mass has an inclined plane, and described inclination face width is 300 ~ 400mm, height is 300 ~ 400mm.
4. bolt anchorage side slope model test apparatus according to claim 1, is characterized in that, the material in described crack is clay; The through whole transparent rock mass or not through in described crack; Below described fracture extension to bottom, inclined plane, inclined plane or in the middle of inclined plane.
5. bolt anchorage side slope model test apparatus according to claim 1, it is characterized in that, described test bracket is made up of steel, comprise base, longitudinal rod and transverse bar, wherein, described base is for supporting transparent rock mass, the base of a side of described base is provided with chute, described longitudinal rod vertical bottom face being arranged in described chute moves along described chute, longitudinal rod can move forward and backward along chute, and described longitudinal rod is provided with can the digital camera of movement on described longitudinal rod; One end of described transverse bar is connected with described longitudinal rod and is set in parallel in the top of transparent rock mass, and described transverse bar is provided with can the digital camera of movement on the transverse bar.
6. bolt anchorage side slope model test apparatus according to claim 1, it is characterized in that, described anchor pole adopts indented bars, its diameter is 20 ~ 40mm, length is 550 ~ 650mm, anchor pole exposes transparent rock mass 10 ~ 20mm, end, anchor pole exposed portion is connected with external anchor steel plate, the free segment of anchor pole is coated with anhydrous butter oil, anchor pole outer jacket is by vinyon sleeve pipe, casing diameter is greater than anchor pole external diameter 5 ~ 10mm, described sleeve pipe and anchoring section joint sealing-plug are closed closely knit, in case slurries freedom of entry section during slip casting, the anchor pole section of bore inner arranges centering bracket every 100mm along its length.
7. bolt anchorage side slope model test apparatus according to claim 6, is characterized in that, the shape of described external anchor steel plate is circular, and diameter is 80 ~ 100mm, and thickness is 20 ~ 40mm.
8. bolt anchorage side slope model test apparatus according to claim 1, is characterized in that, the aperture of described boring is 50 ~ 100mm; The described boring volume degree of depth is determined according to punch position; Crack 50 ~ 125mm is passed through in described boring; Described boring arrangement mode is blossom type or arranged in squares.
9. bolt anchorage side slope model test apparatus according to claim 1, is characterized in that, described anchor pier concreting, the trapezoidal stage body that for being highly 100mm, the top length of side is 100 ~ 150mm, the bottom length of side is 200 ~ 400mm.
10. bolt anchorage side slope model test apparatus according to claim 6, it is characterized in that, the anchoring section cement injection mortar of described inside pipe casing, or at free segment and anchoring section cement injection mortar, the material of described cement mortar adopts M30 cement mortar, water/binder ratio is 0.4 ~ 0.6, and cement-sand ratio is 0.8 ~ 1.2, and grouting pressure controls at 0.4 ~ 1MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520606846.XU CN205062860U (en) | 2015-08-12 | 2015-08-12 | Side slope model test device is consolidated to stock |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520606846.XU CN205062860U (en) | 2015-08-12 | 2015-08-12 | Side slope model test device is consolidated to stock |
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| CN205062860U true CN205062860U (en) | 2016-03-02 |
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| CN201520606846.XU Expired - Fee Related CN205062860U (en) | 2015-08-12 | 2015-08-12 | Side slope model test device is consolidated to stock |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105738180A (en) * | 2016-05-03 | 2016-07-06 | 中国石油大学(华东) | Mold for manufacturing fracture-containing rock sample with anchor rod |
| CN105806686A (en) * | 2016-03-04 | 2016-07-27 | 中国石油大学(华东) | Mold for manufacturing anchored randomized crossover through crack rock mass |
| CN105952445A (en) * | 2016-04-29 | 2016-09-21 | 中南大学 | Boring test method under high ground stress condition based on mathematical and physical model |
| CN106013273A (en) * | 2016-07-06 | 2016-10-12 | 大连理工大学 | Working condition simulation method of pressure type anchor model in centrifugal field |
| CN107630478A (en) * | 2017-11-02 | 2018-01-26 | 中国建筑第八工程局有限公司 | The simulation test device and method of the native anchor combination supporting system mechanism of action of stake |
| CN108252302A (en) * | 2018-01-10 | 2018-07-06 | 重庆大学 | A kind of device of achievable rockbolt stress status visualization |
| CN109706927A (en) * | 2019-01-21 | 2019-05-03 | 吉林建筑大学 | A kind of preparation method of Prestressed Rock soil anchor bolt and its free segment |
| CN111206626A (en) * | 2020-01-19 | 2020-05-29 | 湖南工程学院 | Method for measuring anchoring force of soil layer anchor rod in water level change process |
| CN112396936A (en) * | 2020-11-10 | 2021-02-23 | 中国矿业大学(北京) | Physical experiment model and method for rock slope collapse |
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2015
- 2015-08-12 CN CN201520606846.XU patent/CN205062860U/en not_active Expired - Fee Related
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105806686A (en) * | 2016-03-04 | 2016-07-27 | 中国石油大学(华东) | Mold for manufacturing anchored randomized crossover through crack rock mass |
| CN105952445B (en) * | 2016-04-29 | 2019-01-29 | 中南大学 | A kind of boring test method under large ground pressure based on mathematical model |
| CN105952445A (en) * | 2016-04-29 | 2016-09-21 | 中南大学 | Boring test method under high ground stress condition based on mathematical and physical model |
| CN105738180A (en) * | 2016-05-03 | 2016-07-06 | 中国石油大学(华东) | Mold for manufacturing fracture-containing rock sample with anchor rod |
| CN106013273A (en) * | 2016-07-06 | 2016-10-12 | 大连理工大学 | Working condition simulation method of pressure type anchor model in centrifugal field |
| CN107630478A (en) * | 2017-11-02 | 2018-01-26 | 中国建筑第八工程局有限公司 | The simulation test device and method of the native anchor combination supporting system mechanism of action of stake |
| CN107630478B (en) * | 2017-11-02 | 2023-05-12 | 中国建筑第八工程局有限公司 | Simulation test device and method for action mechanism of pile-soil-anchor combined support system |
| CN108252302A (en) * | 2018-01-10 | 2018-07-06 | 重庆大学 | A kind of device of achievable rockbolt stress status visualization |
| CN109706927A (en) * | 2019-01-21 | 2019-05-03 | 吉林建筑大学 | A kind of preparation method of Prestressed Rock soil anchor bolt and its free segment |
| CN111206626A (en) * | 2020-01-19 | 2020-05-29 | 湖南工程学院 | Method for measuring anchoring force of soil layer anchor rod in water level change process |
| CN111206626B (en) * | 2020-01-19 | 2021-07-20 | 湖南工程学院 | Method for measuring anchoring force of soil layer anchor rod in water level change process |
| CN112396936A (en) * | 2020-11-10 | 2021-02-23 | 中国矿业大学(北京) | Physical experiment model and method for rock slope collapse |
| CN112396936B (en) * | 2020-11-10 | 2021-11-02 | 中国矿业大学(北京) | Physical experiment model and method for rock slope collapse |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160302 Termination date: 20180812 |
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| CF01 | Termination of patent right due to non-payment of annual fee |