CN205975707U - Glass fiber prestressed anchorage pole anchor structure, its loading device - Google Patents
Glass fiber prestressed anchorage pole anchor structure, its loading device Download PDFInfo
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- CN205975707U CN205975707U CN201621031415.6U CN201621031415U CN205975707U CN 205975707 U CN205975707 U CN 205975707U CN 201621031415 U CN201621031415 U CN 201621031415U CN 205975707 U CN205975707 U CN 205975707U
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Abstract
The utility model discloses a glass fiber prestressed anchorage pole anchor structure, its loading device, characterized by set up the cylinder connector, above that along fixed crooked reinforcing bar and the GFRP stock of setting up of circumference evenly distributed and interval, the bottom deepening of crooked reinforcing bar is provided with cylinder connector down in the pile body in the pile body, evenly fixed centre gripping is on cylinder connector down along the circumference for the body of rod of stock, and the outer periphery upper band of cylinder connector has the ascending barb of slope under, the utility model discloses a set up prestressing force load mechanism in the top of last cylinder connector, utilize prestressing force load mechanism to pass and do all can in last cylinder connector to implement the prestressing force loading to the GFRP stock. The utility model discloses can effectively avoid the GFRP stock to receive shear failure, guarantee the stock and be connected with the effective of base plate reinforcing bar, ensure that the bottom plate can obtain great resistance to plucking bearing capacity to guarantee anti -floating anchor rod's anchor and strut the effect.
Description
Technical field
This utility model is related to the underground engineering technical field of civil engineering, relates in particular to a kind of glass fibre and in advance should
The anchor rod anchored structure of power, its charger.
Background technology
With the exploitation of urban underground space, substantial amounts of building basis is embedded in the higher ground of level of ground water
In, the attention of anti-floating problem causes engineering construction all the more person, compared to fall row's subsoil water, load the anti-floating skills such as ballast, anti-floating pile
Art measure, anti-float anchor rod is due to having that ground adaptability is strong, dispersive stress, easy construction, the low advantage of cost, therefore in engineering
On be widely applied.
Anti-float anchor rod of the prior art is mainly steel strand prestress anchor cable and fining twisted steel anchor pole.Due to prestressing force
Anti-float anchor rod needs guiding through base plate in construction and is anchored at base plate top, straight joint easily and causes base surface infiltration phenomenon；And
Steel anchor rod is perishable in underground environment, is also easy to produce larger creeping during tension, and these unfavorable factors all greatly limit steel anchor
Application in underground engineering for the bar.
Fiberglass reinforced plastics Glass Fiber Reinforced Polymer abbreviation GFRP, is using multiply glass
After fiber is glued with base materials such as poly- phthalein ammonia resin, polyvinyl resin or epoxy resin, through mould extruding, drawing moulding process
The composite producing, contains 70%～80% glass fibre and 20%～30% resin, nominal diameter in composite
10mm～36mm.Glass fiber-reinforced polymer anchor pole has obtained certain application at present in mine, anti-float anchor rod, slope retaining.With steel
Muscle anchor pole is compared, and the glass fibre anchor pole under equal conditions is applied to underground engineering and has tensile strength height, strong, the low pine of durability
The advantages of relaxation.But its horizontal shear resistance is relatively poor, such as using produced horizontal when conventional brace anchoring and interlayer dislocation
Shearing easily makes glass fiber-reinforced polymer anchor pole be subject to horizontal failure by shear；Greatly have impact on the anchoring support effect of anti-float anchor rod
Really.Simultaneously because the anchor force between GFRP anchor pole and mortar and concrete is less, its anti-floating bearing capacity is limited, especially on China edge
The Soft Soil Foundation Pit engineering in Haiti area.Therefore, seek to design a kind of glass fibre prestressed anchor and its charger, can obtain
Obtain larger anti-pulling capacity, and reduce the shear stress that GFRP anchor pole is born, to China's soft clay area deep foundation anti-float anchor rod
Design and construction have highly important society and economic implications.
Utility model content
This utility model is for avoiding the deficiency existing for above-mentioned prior art, providing a kind of glass fibre prestressed anchor
Anchor structure, its charger, to avoid GFRP anchor pole to produce failure by shear it is ensured that the effectively connection of anchor pole and baseplate reinforcing bar,
Guarantee that base plate is obtained in that larger anti-pulling capacity, thus ensureing the anchoring support effect of anti-float anchor rod.
This utility model is to solve technical problem to adopt the following technical scheme that：
The feature of this utility model glass fibre prestressed anchor anchor structure is：
Cylindrical-type connector in setting, be circumferentially uniformly distributed thereon and the inverted truncated cone-shaped through hole of interval setting three and
Three cylindrical holes, described inverted truncated cone-shaped through hole refers to that its aperture is up big and down small；It is clamped with each truncated cone-shaped through hole
Upper core body, and anchor pole is clamped by upper core body, in described cylindrical hole, sliding sleeve has moment reinforcement, and described anchor pole is GFRP anchor
Bar；
It is provided with adjusting nut in the epimere of described moment reinforcement, the top end face of described adjusting nut is that above cylinder connects
The bottom surface of device is locking end face, and described moment reinforcement sequentially passes through downwards lower locking nut, carries backing plate, modified asphalt layer and bottom
Plate bed course, the bottom of moment reinforcement is embedded in pile body, and lower locking nut is with the upper surface that carries backing plate for locking end face；Described
Modified asphalt layer is in bottom cushion, is located at and carries the bottom surface of backing plate, the closure being formed around moment reinforcement and anchor pole
Waterproof layer；
It is provided with lower cylindrical-type connector in described pile body, described lower cylindrical-type connector is circumferentially evenly distributed with three
Individual positive truncated cone-shaped through hole, described positive truncated cone-shaped through hole refers to that its aperture is up-small and down-big, is clamped with lower core in positive truncated cone-shaped through hole
Body, the body of rod of described anchor pole is clamped in lower core body, is evenly distributed with inclination on the outer circumference surface of described lower cylindrical-type connector
Agnail upwards.
The feature of this utility model glass fibre prestressed anchor anchor structure lies also in：
Described upper core body is a pair of intermediate plate of half slide structure, and its external shape epimere is and truncated cone-shaped in upper cylindrical-type connector
Cone that through hole inner chamber matches, hypomere be convexedly stretch in cylindrical-type connector bottom surface with externally threaded cylinder, justifying
Utilize its external screw thread that locking nut is set on cylinder, described locking nut is the bottom surface of above cylindrical-type connector is locking end face；
There is cylindrical hole inside upper core body, through-hole wall has screw thread, clamp anchor pole using screw thread；
Described lower core body has the version contrary up and down with upper chip；Externally threaded cylinder is carried convex in lower core body
Stretch in lower cylindrical-type connector top surface, and using the clamp nut locking on lower cylindrical-type connector top surface；Have inside lower core body
Cylindrical hole, through-hole wall has screw thread, clamps anchor pole using screw thread.
The feature of this utility model glass fibre prestressed anchor anchor structure lies also in：Described lower cylindrical-type connector is on edge
The axial direction of anchor pole has multiple tracks with the distance of 0.5m for arranged for interval, and described agnail is evenly distributed in three along lower cylindrical-type connector
Root, with the horizontal 40 ° of angle, agnail is the Ribbed Bar of diameter 10cm to agnail, and length is 50cm.
The feature of this utility model glass fibre prestressed anchor anchor structure lies also in：Described moment reinforcement is embedded in stake
Length in body is not less than 30cm.
Being structurally characterized in that of the charger of this utility model glass fibre prestressed anchor anchor structure：Circle on described
The top setting prestressing force load maintainer of column connector, using described prestressing force load maintainer power transmission in upper cylindrical-type connector, leads to
Cross described upper cylindrical-type connector and implement prestressing force loading to GFRP anchor pole.
The construction featuress of the charger of this utility model glass fibre prestressed anchor anchor structure lie also in：Described pre-
Stress loading mechanism is supported loading plate above upper cylindrical-type connector by reaction frame, installs punching thousand on upper loading plate
Jin top, load bar is fixedly connected with upper cylindrical-type connector, passes through load bar power transmission in upper by the loading force that punching jack provides
Cylindrical-type connector, and implement prestressing force loading to GFRP anchor pole；Described reaction frame is fixed with annular base, described annular bottom
Seat is placed on bottom cushion, is in the periphery of GFRP anchor pole.
Compared with the prior art, this utility model has the beneficial effect that：
1st, this utility model passes through bottom cushion using moment reinforcement and is embedded in pile body, greatly reduces interlayer dislocation
Shearing force suffered by caused GFRP anchor pole, substantially increases dependability.
2nd, this utility model is connected with anchor pole by cylinder shape connector, can make being subject to of GFRP anchor pole applying prestressing force
Power uniformity, it is to avoid anchor pole produces because of excessive shear stress to destroy and larger draws the power of dialling it is ensured that obtaining.
3rd, in this utility model, GFRP anchor pole is provided by the cohesion between lower cylindrical-type connector, agnail, anchor pole and pile body
Counteracting force, so that it is guaranteed that base plate obtain larger draw the power of dialling, improve the anchoring effect of anti-float anchor rod,
4th, this utility model is after loading is complete, is connected it is ensured that anchor pole and base plate with baseplate reinforcing bar using moment reinforcement
Connection between reinforcing bar, it is to avoid traditional prestressed anchor is because base plate easily straight joint thus causing base plate sweat phenomenon.
5th, in this utility model in addition to consolidating between agnail and lower cylindrical-type connector, it is screw thread between other components even
Connect, its easy accessibility, the charger including upper connecting rod, upper loading plate and counter-force bar etc. can Reusability, be conducive to control
Construction cost processed, shortens the construction period.
6th, glass fiber-reinforced polymer anchor pole is replaced traditional steel strand anchor rod by this utility model, solves traditional reinforcing bar corrosion resistance
Difference, stress are crept larger shortcoming, have given full play to the high characteristic of glass fiber-reinforced polymer tensile strength, thus ensure that anti-float anchor rod
Accurate prestressing force can be provided, be that GFRP muscle large-scale application provides technical guarantee in underground engineering.
Brief description
Fig. 1 is glass fibre prestressed anchor and its charger structural representation in this utility model；
Fig. 2 is anchor rod anchored structural representation in this utility model；
Fig. 3 is anchor pole and charger main structure diagram in this utility model；
Fig. 4 is A-A view in Fig. 3；
Fig. 5 is B-B view in Fig. 3；
Fig. 6 is C-C view in Fig. 3；
Fig. 7 is D-D view in Fig. 3；
Fig. 8 is E-E view in Fig. 3.
In figure label：1 pile body, 2 anchor poles, 3 times core bodys, 4 times cylindrical-type connectors, 5 agnails, 6 clamp nuts, 7 batholith layers, 8
Bottom cushion, 9 moment reinforcements, 10 carrying backing plates, 11 lower locking nuts, 12 adjusting nuts, 13 modified asphalt layer, 14 annular bottoms
Seat, 15 locking nuts, cylindrical-type connector on 16, core body on 17,18 load bars, 19 reaction frames, loading plate on 20,21 punchings are very heavy
Top, 22 pads, 23 fixing nuts.
Specific embodiment
Referring to Fig. 1, Fig. 2 and Fig. 3, in the present embodiment, glass fibre prestressed anchor anchor structure is
Cylindrical-type connector 16 in setting, are circumferentially uniformly distributed and the inverted truncated cone-shaped through hole of interval setting three thereon
With three cylindrical holes (as shown in Figure 5 and Figure 6), inverted truncated cone-shaped through hole refers to that its aperture is up big and down small；In each round platform
It is clamped with core body 17 in shape through hole, and anchor pole 2 is clamped by upper core body 17, anchor pole 2 is prevented effectively from by pinch off with this；In cylinder
In shape through hole, sliding sleeve has moment reinforcement 9 it is ensured that on moment reinforcement 9 is free in cylindrical hole when prestressing force loads
Lower slider, anchor pole 2 is GFRP anchor pole.
It is provided with adjusting nut 12 in the epimere of moment reinforcement 9, the top end face of adjusting nut 12 is above cylindrical-type connector
16 bottom surface is locking end face it is ensured that anchor pole 2 will not produce contraction distortion because of the prestressing force loading；Moment reinforcement 9 downwards according to
Secondary through lower locking nut 11, carry backing plate 10, modified asphalt layer 13 and bottom cushion 8；The bottom of moment reinforcement 9 is embedded in
In pile body 1, it is to avoid the shearing force suffered by GFRP anchor pole caused by interlayer dislocation；Lower locking nut 11 is to carry the upper of backing plate 10
Surface is locking end face so that moment reinforcement 9 bears the prestressing force of loading together with carrying backing plate 10, without stress concentration
And the bending of reinforcing bar occurs, the phenomenon such as moves down；Modified asphalt layer 13 be in bottom cushion 8, be located at carry backing plate 10 bottom surface,
The closure waterproof layer being formed around moment reinforcement 9 and anchor pole 2, thus avoid subsoil water to pass through between anchor pole and bottom cushion
Gap penetration is to backplane level.
It is provided with lower cylindrical-type connector 4 in pile body 1, lower cylindrical-type connector 4 is circumferentially being evenly distributed with three just
Truncated cone-shaped through hole (as shown in Figure 8), positive truncated cone-shaped through hole refers to that its aperture is up-small and down-big, under being clamped with positive truncated cone-shaped through hole
Core body 3, the body of rod of anchor pole 2 is clamped in lower core body 3, it is to avoid anchor pole 2 is by pinch off；Outer circumference surface in lower cylindrical-type connector 4
On be evenly distributed with the agnail 5 tilting upward so that lower cylindrical-type connector 4 can provide bigger loading counter-force.
As depicted in figs. 1 and 2, upper core body 17 is a pair of intermediate plate of half slide structure, and its external shape epimere is and upper cylinder
Cone that in adapter 16, truncated cone-shaped through hole inner chamber matches, hypomere be convexedly stretch in cylindrical-type connector 16 bottom surface with outer
The cylinder of screw thread, utilizes its external screw thread to arrange locking nut 15, locking nut 15 is above cylindrical-type connector on the cylinder
16 bottom surface is locking end face it is ensured that the firm connection of anchor pole 2 and upper cylindrical-type connector 16；There is cylinder inside upper core body 17
Through hole, through-hole wall has screw thread, clamps anchor pole 2 using screw thread.
Lower core body 3 has the version contrary about 17 with upper chip；Externally threaded cylinder is carried convex in lower core body 3
Stretch in lower cylindrical-type connector 16 top surface, and locked using the clamp nut 6 on lower cylindrical-type connector 16 top surface；Lower core body 3
There is cylindrical hole inside, and through-hole wall has screw thread, clamps anchor pole 2 using screw thread.
Lower cylindrical-type connector 4 has multiple tracks with the distance of 0.5m for arranged for interval in the axial direction along anchor pole 2, and agnail 5 is along lower circle
Column connector 4 be evenly distributed in three, with the horizontal 40 ° of angle, agnail 5 is the Ribbed Bar of diameter 10cm to agnail 5,
Length is 50cm；The length that moment reinforcement 9 is embedded in pile body 1 is not less than 30cm, it is to avoid GFRP anchor pole caused by interlayer dislocation
Suffered shearing force.
The charger of glass fibre prestressed anchor anchor structure referring to Fig. 1 and Fig. 3, is set in the present embodiment, be
The top setting prestressing force load maintainer of upper cylindrical-type connector 16, using prestressing force load maintainer power transmission in upper cylindrical-type connector
16, prestressing force is implemented to GFRP anchor pole 2 by upper cylindrical-type connector 16 and loads.
Prestressing force load maintainer supports loading plate 20 by reaction frame 19 above upper cylindrical-type connector 16, holds upper
Punching jack 21 is installed on support plate 20, load bar 18 is fixed in punching jack 21 (such as by fixing nut 23 and pad 22
Shown in Fig. 4), the lower end of load bar 18 is fixedly connected (as shown in Figure 5) with upper cylindrical-type connector 16, can freely tear open between the two
Unload, easy to operate；Load bar 18 power transmission is passed through in upper cylindrical-type connector 16 by the loading force that punching jack 21 provides, and to
GFRP anchor pole 2 is implemented prestressing force and is loaded；Reaction frame 19 is fixing (as shown in Figure 7) with annular base 14, and annular base 14 is put
Put on bottom cushion 8, be in the periphery of GFRP anchor pole 2, because bottom cushion is flatter and intensity is higher it can be ensured that loading
Prestressing force vertically downward and stress relaxation phenomenon will not be produced.
In the present embodiment, the loading method of glass fibre prestressed anchor anchor structure charger is to enter as follows
OK：
Step 1：By the lower cylindrical-type connector 4 with agnail 5 on the body of rod of anchor pole 2 in the axial direction with the interval of 0.5m
Be uniformly distributed so that anchor pole 2 with the lower firm fixation of cylindrical-type connector 4 so that each lower cylindrical-type connector 4 can equably provide plus
Carry counter-force.
Step 2：In batholith layer 7, pile body 1 is become using high pressure jet grouting, stake footpath is φ 50～φ 80cm, drilling rod is vertical
Pore-forming, depth of pore forming is more than the design length 0.5m of anchor pole, it is to avoid anchor pole can not be buried and put in place；Do not solidify it in pile body cement
Before, bury anchor pole in stake bottom in grouting pile-forming in the hole.
Step 3：After pile body thes cement solidifies, by the thickness earth excavation of bottom cushion, so that anchor pole epimere is exposed, clear up stake
Head simultaneously lays moment reinforcement, pours bottom cushion concrete, when pouring it is ensured that moment reinforcement vertical, and with upper cylindrical-type connector circle
Cylindricality through hole corresponds.
Step 4：When bottom cushion concrete strength reaches 70%, cut concrete bed course, filling-modified asphaltic sealing waterproof, curved
Bent reinforcing bar upper sliding sleeve carries backing plate, with locking nut stationary curved reinforcing bar；Cylindrical-type connector in arrangement；By upper cylindrical-type connector with
The firm fixation of anchor pole, and sliding sleeve is on moment reinforcement.
Step 5：Prestressed load maintainer, using prestressing force load maintainer to upper cylindrical-type connector and by upper circle
Implement prestressing force to anchor pole 2 under the power transmission of column connector to load；When reaching the loading force of setting, using adjusting nut by upper circle
Column connector is fixed with moment reinforcement.
Step 6：Remove prestressing force load maintainer, by colligation baseplate reinforcing bar after moment reinforcement tip flexion, and then complete bottom
The pouring construction of board concrete, thus provide larger anchor force to base plate.
Claims (6)
1. a kind of glass fibre prestressed anchor anchor structure, is characterized in that：
Cylindrical-type connector (16) in setting, be circumferentially uniformly distributed thereon and the inverted truncated cone-shaped through hole of interval setting three and
Three cylindrical holes, described inverted truncated cone-shaped through hole refers to that its aperture is up big and down small；It is clamped with each truncated cone-shaped through hole
Upper core body (17), and anchor pole (2) is clamped by upper core body (17), in described cylindrical hole, sliding sleeve has moment reinforcement (9), institute
Stating anchor pole (2) is GFRP anchor pole；
It is provided with adjusting nut (12) in the epimere of described moment reinforcement (9), the top end face of described adjusting nut (12) is above
The bottom surface of cylindrical-type connector (16) is locking end face, and described moment reinforcement (9) sequentially passes through downwards lower locking nut (11), carries
Backing plate (10), modified asphalt layer (13) and bottom cushion (8), the bottom of moment reinforcement (9) is embedded in pile body (1), lower locking
Nut (11) is with the upper surface that carries backing plate (10) for locking end face；Described modified asphalt layer (13) be in bottom cushion (8),
It is located at and carry the bottom surface of backing plate (10), the closure waterproof layer being formed around moment reinforcement (9) and anchor pole (2)；
It is provided with lower cylindrical-type connector (4) in described pile body (1), described lower cylindrical-type connector (4) is circumferentially uniformly divided
It is furnished with three positive truncated cone-shaped through holes, described positive truncated cone-shaped through hole refers to that its aperture is up-small and down-big, clamp in positive truncated cone-shaped through hole
There is lower core body (3), the body of rod of described anchor pole (2) is clamped in lower core body (3), in the excircle of described lower cylindrical-type connector (4)
The agnail (5) tilting upward is evenly distributed with face.
2. glass fibre prestressed anchor anchor structure according to claim 1, is characterized in that：
Described upper core body (17) is a pair of intermediate plate of half slide structure, and its external shape epimere is and circle in upper cylindrical-type connector (16)
Cone that platform shape through hole inner chamber matches, hypomere be convexedly stretch in cylindrical-type connector (16) bottom surface with externally threaded cylinder
Body, utilizes its external screw thread setting locking nut (15), described locking nut (15) is above cylindrical-type connector on the cylinder
(16) bottom surface is locking end face；There is cylindrical hole inside upper core body (17), through-hole wall has screw thread, clamp anchor using screw thread
Bar (2)；
Described lower core body (3) has the version contrary up and down with upper chip (17)；Externally threaded circle is carried in lower core body (3)
Cylinder convexedly stretches in lower cylindrical-type connector (16) top surface, and using the clamp nut (6) on lower cylindrical-type connector (16) top surface
Locking；There is cylindrical hole, through-hole wall has screw thread, using screw thread clamping anchor pole (2) inside lower core body (3).
3. glass fibre prestressed anchor anchor structure according to claim 1, is characterized in that：Described lower cylindrical-type connector
(4) axially having multiple tracks with the distance of 0.5m for arranged for interval along anchor pole (2), described agnail (5) is along lower cylindrical-type connector (4)
Be evenly distributed in three, with the horizontal 40 ° of angle, agnail (5) is the Ribbed Bar of diameter 10cm to agnail (5), length
For 50cm.
4. glass fibre prestressed anchor anchor structure according to claim 1, is characterized in that：Described moment reinforcement (9)
The length being embedded in pile body (1) is not less than 30cm.
5. a kind of charger of glass fibre prestressed anchor anchor structure described in claim 1, is characterized in that：On described
The top setting prestressing force load maintainer of cylindrical-type connector (16), is connected in upper cylinder using described prestressing force load maintainer power transmission
Device (16), implements prestressing force by described upper cylindrical-type connector (16) to GFRP anchor pole (2) and loads.
6. the charger of glass fibre prestressed anchor anchor structure according to claim 5, is characterized in that：Described pre-
Stress loading mechanism is by loading plate (20) in reaction frame (19) support in the top of upper cylindrical-type connector (16), in upper loading plate
(20) upper installation punching jack (21), load bar (18) is fixedly connected with upper cylindrical-type connector (16), by punching jack
(21) loading force providing passes through load bar (18) power transmission in upper cylindrical-type connector (16), and implements in advance should to GFRP anchor pole (2)
Power loads；Described reaction frame (19) is fixing with annular base (14), and described annular base (14) is placed on bottom cushion (8)
Periphery that is upper, being in GFRP anchor pole (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621031415.6U CN205975707U (en) | 2016-08-30 | 2016-08-30 | Glass fiber prestressed anchorage pole anchor structure, its loading device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621031415.6U CN205975707U (en) | 2016-08-30 | 2016-08-30 | Glass fiber prestressed anchorage pole anchor structure, its loading device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205975707U true CN205975707U (en) | 2017-02-22 |
Family
ID=58039431
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621031415.6U Withdrawn - After Issue CN205975707U (en) | 2016-08-30 | 2016-08-30 | Glass fiber prestressed anchorage pole anchor structure, its loading device |
Country Status (1)
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106223368A (en) * | 2016-08-30 | 2016-12-14 | 安徽建工集团有限公司 | Glass fibre prestressed anchor anchor structure, its charger and loading method |
| CN107419725A (en) * | 2017-08-28 | 2017-12-01 | 山东大学 | A kind of system and method for strengthening trans reaction frame tensile property |
| CN108018890A (en) * | 2018-01-23 | 2018-05-11 | 安徽省（水利部淮河水利委员会）水利科学研究院（安徽省水利工程质量检测中心站） | A kind of anchor pole pullout tests system |
| CN109899097A (en) * | 2019-03-22 | 2019-06-18 | 李静娴 | Mechanical linkage Pulling-Resistant Anchor Rod |
-
2016
- 2016-08-30 CN CN201621031415.6U patent/CN205975707U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106223368A (en) * | 2016-08-30 | 2016-12-14 | 安徽建工集团有限公司 | Glass fibre prestressed anchor anchor structure, its charger and loading method |
| CN107419725A (en) * | 2017-08-28 | 2017-12-01 | 山东大学 | A kind of system and method for strengthening trans reaction frame tensile property |
| CN107419725B (en) * | 2017-08-28 | 2019-01-25 | 山东大学 | A kind of system and method enhancing trans- reaction frame tensile property |
| CN108018890A (en) * | 2018-01-23 | 2018-05-11 | 安徽省（水利部淮河水利委员会）水利科学研究院（安徽省水利工程质量检测中心站） | A kind of anchor pole pullout tests system |
| CN109899097A (en) * | 2019-03-22 | 2019-06-18 | 李静娴 | Mechanical linkage Pulling-Resistant Anchor Rod |
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| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20170428 Address after: 233000 Anhui City, East China Sea Road, Cheung Shan Road South Patentee after: Anhui Water Resources Development Co., Ltd. Address before: 230001 Anhui City, Hefei Province, No. 459 Mount Huangshan Road, International Building Patentee before: Anhui Construction Engineering Group Co., Ltd. |
|
| TR01 | Transfer of patent right | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20170222 Effective date of abandoning: 20180629 |
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| AV01 | Patent right actively abandoned |