CN205477644U - Pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure - Google Patents
Pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure Download PDFInfo
- Publication number
- CN205477644U CN205477644U CN201620233573.3U CN201620233573U CN205477644U CN 205477644 U CN205477644 U CN 205477644U CN 201620233573 U CN201620233573 U CN 201620233573U CN 205477644 U CN205477644 U CN 205477644U
- Authority
- CN
- China
- Prior art keywords
- retaining wall
- slurry
- tunnel
- solid
- outside
- 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.)
- Active
Links
- 238000009825 accumulation Methods 0.000 title claims abstract description 7
- 239000007787 solid Substances 0.000 claims abstract description 75
- 239000002689 soil Substances 0.000 claims abstract description 17
- 239000002002 slurry Substances 0.000 claims description 72
- 238000006073 displacement reaction Methods 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 239000011083 cement mortar Substances 0.000 claims description 7
- 239000011435 rock Substances 0.000 claims description 7
- 229920002472 Starch Polymers 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000011343 solid material Substances 0.000 claims description 3
- 235000019698 starch Nutrition 0.000 claims description 3
- 239000008107 starch Substances 0.000 claims description 3
- 239000002861 polymer material Substances 0.000 claims description 2
- 239000003381 stabilizer Substances 0.000 claims description 2
- 235000008331 Pinus X rigitaeda Nutrition 0.000 claims 1
- 235000011613 Pinus brutia Nutrition 0.000 claims 1
- 241000018646 Pinus brutia Species 0.000 claims 1
- 239000007788 liquid Substances 0.000 abstract 9
- 210000003205 muscle Anatomy 0.000 abstract 2
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 13
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 230000008093 supporting effect Effects 0.000 description 4
- 206010068052 Mosaicism Diseases 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 210000003765 sex chromosome Anatomy 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007598 dipping method Methods 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The utility model relates to a pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure: move towards the orientation and set up solid retaining wall of inboard thick liquid and the solid retaining wall of outside thick liquid along being on a parallel with the tunnel in that the tunnel is outside, set up the solid layer of top thick liquid, the solid layer of bottom thick liquid, the solid layer of side thick liquid respectively in tunnel top, bottom, side, set up bearing pile in the lower part of solid layer of bottom thick liquid, set up the back pressure retaining wall at the solid retaining wall of thick liquid outside, tunnel portal position, keep off the soil body from the back pressure retaining wall admittedly to the thick liquid and beat and establish slant anchor muscle and personally experience sth. Part of the body, in the loose accumulation body outside the slant is inserted through solid layer of top thick liquid with the muscle body. The utility model discloses not only can promote the stability of the peripheral loose accumulation body in tunnel comprehensively, can prevent moreover that the tunnel from taking place the seepage failure, can also promote the bearing capacity of the loose accumulation body in tunnel bottom.
Description
Technical field
This utility model relates to a kind of traversing shallow-buried bias incompact-deposit bodies longspan tunnel and comprehensively enters hole structure, both bias incompact-deposit bodies stability in the large can have been strengthened particularly to one, the tunnel that can promote again foundation capability comprehensively enters hole structure, belong to ground field, it is adaptable to Shallow-buried incompact-deposit bodies longspan tunnel comprehensively enters hole engineering.
Background technology
Along with the high speed development of China's economy and society, the situation relating to unfavorable geological condition in engineering construction gets more and more, and such as bad soil, scall etc., engineering construction not only can be had a negative impact by these unfavorable geological conditions, and can induce many engineering diseases.Meanwhile, in Tunnel Engineering, it enters position, hole and often relates to the practical problem such as shallow embedding, bias, structural instability easily occurs, deforms the engineering diseases such as excessive, local collapse.
In tunnel is constructed, generally using the structure of domatic whitewashing+Shed-pipe Advanced Support, this structural approach technique is simple, the scope of application is relatively wide, but this structure is on the low side to the supporting intensity of the loose rock soil body, local stability sex chromosome mosaicism easily occurs.
At present, existing a kind of artificial mountain mass constructing tunnel enters hole structure, it is characterised in that: it is biased against side at massif and builds artificial massif, balance original massif by artificial massif, then build tunnel portal section in balanced massif.This structure is by building artificial massif in original massif biased side, though tunnel mouth massif balance and stability can be realized, but structure construction quantities is big, is not directed to tunnel perimeter Rock And Soil reinforcing, it is difficult to meet incompact-deposit bodies section tunnel construction requirement.
A kind of accumulation body shallow tunnel advance support daguanpeng construction method, it is characterized in that: pipe canopy is to utilize steel pipe to support as transverse annular as longitudinal bracing, steel arch-shelf, constitute vertical, horizontal integral rigidity structure, play the effect of pre support before excavation, to ensure the safety in work progress.This structure make use of the advantage that pipe canopy rigidity is big, can stop and limit surrouding rock deformation to a certain extent, and can bear pressure from surrounding rock in early days in advance；But being difficult to solve the problem that tunnel support structure is biased by outside Rock And Soil, meanwhile, the confined pressure being better than incompact-deposit bodies section is relatively big, higher to pipe canopy requirement of strength.
In sum, though current existing tunnel structure can achieve preferable supporting effect under suitable operating mode, but remain certain shortcoming at aspects such as force-mechanism, structure composition, construction technologies, it is difficult to meet Shallow-buried incompact-deposit bodies tunnel safety and enter the requirement in hole.
Given this, for reducing construction costs, strengthening the stability in tunnel, give full play to the load-carrying properties of tunnel support structure, need invention one at present badly and both can improve tunnel support intensity, can reduce again bias impact, the one traversing shallow-buried bias incompact-deposit bodies longspan tunnel that also can strengthen tunnel safety comprehensively enters hole structure.
Summary of the invention
The novel purpose of this practicality be to provide one not only can General Promotion Shallow-buried incompact-deposit bodies stability in the large, but also can effectively control incompact-deposit bodies deflection, the traversing shallow-buried bias incompact-deposit bodies longspan tunnel still preventing tunnel generation seepage failure comprehensively enters hole structure and construction method.
For realizing above-mentioned technical purpose, this utility model have employed techniques below scheme:
A kind of traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, it is characterized in that: move towards direction at tunnel outer the inner side solid retaining wall of slurry and the solid retaining wall of outside slurry are set along being parallel to tunnel, it is respectively provided with the solid layer of top slurry, the solid layer of bottom slurry, the solid layer of side slurry in tunnel top, bottom, side, bearing pile is set in the bottom of bottom slurry solid layer；Starch outside solid retaining wall in outside, tunnel portal position arranges back-pressure retaining wall, sets oblique anchor rib body from back-pressure retaining wall to the slurry gear soil body admittedly；Oblique reinforcing body is by the loosely-packed body outside the solid layer insertion of top slurry.
The solid retaining wall of described inner side slurry and the solid retaining wall of outside slurry are positioned at the outside of the solid layer of side, tunnel slurry, set downwards to lower stabilizer soil layer from incompact-deposit bodies upper surface, use 1～2 row's high-pressure rotary jet grouting piles；The loosely-packed body thickness at the solid retaining wall position of outside slurry is less than the loosely-packed body thickness at the solid retaining wall position of inner side slurry；It is respectively provided with Guan Liang at the top of the solid retaining wall of inner side slurry and the solid retaining wall of outside slurry.
The solid material of slurry that the solid layer of described top slurry, the solid layer of bottom slurry starch solid layer with side is identical, uses cement mortar or cement mortar or high polymer material.
Described back-pressure retaining wall uses cement concrete retaining wall or gravity retaining wall or flexible retaining wall；Oblique displacement hull and oblique anchor rib body is laid along metope Rock And Soil after wall.
Described bearing pile sets downwards from the solid layer of bottom slurry, and plane sets scope and includes bottom tunnel portal inner side and outer side, back-pressure retaining wall, uses high-pressure rotary jet grouting pile.
Described oblique displacement hull uses plastic drain-pipe, and its external part is positioned at outside the metope of back-pressure retaining wall.
This utility model has following feature and beneficial effect
(1) this utility model arranges inner side slurry retaining wall admittedly and the solid retaining wall of outside slurry in the outside of the solid layer of side, tunnel slurry, and incompact-deposit bodies outside retaining wall plays a gear, the effect of reduction bias.
(2) this utility model carries out sectional mud jacking to the incompact-deposit bodies outside tunnel support structure, the solid layer of top slurry, the solid layer of bottom slurry and the solid layer of side slurry is formed outside tunnel support structure, can effectively strengthen the globality of supporting construction periphery incompact-deposit bodies, reduce the soil pressure that supporting construction is born.
(3) this utility model arranges back-pressure retaining wall at the solid outside of retaining wall of outside slurry, tunnel portal position, contributes to strengthening the stability of hole part incompact-deposit bodies, prevents lateral stability sex chromosome mosaicism.
Accompanying drawing explanation
Fig. 1 is that this utility model traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters structure transverse face, hole figure.
Fig. 2 is this utility model back-pressure retaining wall portion structure profile.
In figure: the solid retaining wall of slurry inside 1-, the solid retaining wall of slurry outside 2-, the solid layer of 3-top slurry, the solid layer of slurry bottom 4-, the solid layer of 5-side slurry, 6-pipe canopy, the advanced conduit of 7-, 8-Guan Liang, 9-oblique reinforcing body 10-mud jacking hole, 11-bearing pile, 12-back-pressure retaining wall, 13-oblique anchor rib body, the oblique displacement hull of 14-, 15-back-pressure retaining wall basis, 16-incompact-deposit bodies, 17-steady soil.
Detailed description of the invention
Illustrate embodiment of the present utility model is described in further detail below in conjunction with accompanying drawing, but the present embodiment is not limited to this utility model, every employing analog structure of the present utility model and similar change thereof, all should list protection domain of the present utility model in.
Tunnel support structure design and construction technology requires, high-pressure rotary-spray constructs technology requirement, mud jacking construction technical requirement, DESIGN OF RETAINING WALLS and construction technical requirement etc., repeats no more in present embodiment, and emphasis illustrates that this utility model relates to the embodiment of structure.
Fig. 1 is that this utility model traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters structure transverse face, hole figure, and Fig. 2 is this utility model back-pressure retaining wall portion structure profile.With reference to shown in Fig. 1～Fig. 2, this utility model moves towards direction at tunnel outer and arranges the inner side solid retaining wall 1 of slurry and the solid retaining wall 2 of outside slurry along being parallel to tunnel, it is respectively provided with the solid layer 3 of top slurry, the solid layer 4 of bottom slurry, the solid layer 5 of side slurry in tunnel top, bottom, side, bearing pile 11 is set in the bottom of bottom slurry solid layer 4；Back-pressure retaining wall 12 is set at the solid retaining wall 1 of inner side slurry and the solid outside of retaining wall 2 of outside slurry, tunnel portal position, in the incompact-deposit bodies 16 that wall is carried on the back, sets oblique anchor rib body 13 and oblique displacement hull 14 from back-pressure retaining wall 12；Oblique reinforcing body 9 is by the incompact-deposit bodies 16 outside solid layer 3 insertion of top slurry.
The solid retaining wall 1 of inner side slurry and the solid retaining wall 2 of outside slurry all include two row's high-pressure rotary jet grouting piles, and the height of the solid retaining wall 1 of inner side slurry is 15m, and the height of the solid retaining wall 2 of outside slurry is 25m, and a diameter of 800mm of high-pressure rotary jet grouting pile, pile spacing is 1m, and slurry water gray scale is 1:1.
The solid layer 3 of top slurry, the solid layer 4 of bottom slurry, the thickness of the solid layer 5 of side slurry are 2m, and the solid material of slurry uses cement mortar, and cement mortar mix ratio is cement: sand: additive: water=1:2.7:0.018:0.38.
Pipe canopy 6 uses concrete reinforced pipe canopy, Shed-pipe Advanced Support arch beyond excavation contour line sets up many Pin I-steel, arch and the C30 concrete of arch wall gunite concrete thickness 28cm, inverted arch gunite concrete thickness is the C30 concrete of 28cm, arranges oblique reinforcing body 9 in the arch of pipe canopy 6 through hole.
Advanced conduit 7 uses external diameter 108mm, the hot rolled seamless steel tube of wall thickness 6mm, advanced conduit circumferential distance 40cm；Inclination angle: outer limb 1 °～3 °, injecting paste material: 1:1 cement mortar.
Hat beam 8 is located at the solid retaining wall 1 of inner side slurry and the top of the solid retaining wall 2 of outside slurry, and planar dimension is 2m × 0.5m, arranges steel reinforcement cage in beam.
Oblique reinforcing body 9 sets in tunnel support structure Inside To Outside loosely-packed body；Oblique reinforcing body uses full Grouted bolt, and anchor pole uses diameter 32mm, the hot rolled ribbed bars of intensity HRB335, the long 4m of anchor pole.
Mud jacking hole 10 uses 100 type rigs to be drilled with, and the aperture of boring is 110mm.
Bearing pile 11 uses high-pressure rotary jet grouting pile, sets downwards from the solid layer of bottom slurry, and plane sets scope and includes bottom tunnel portal inner side and outer side, back-pressure retaining wall, pile spacing 2m, diameter 800mm, the long 6m of stake.
Transverse drainage body, oblique displacement hull use plastic drain-pipe, the pvc pipe of a diameter of 30mm.The water inlet part of spilled water hole should arrange Coarse Aggregate loaded filter, in case duct is silted up.Spilled water hole should have the outward-dipping gradient.
Back-pressure retaining wall 12 uses gravity retaining wall, wall height 8m, and it is 0.25～0.5 that retaining wall top width is generally 0.5m, slope coefficient m, concrete bottom thickness of slab 0.6m, and the cantilevered out 0.4m in two ends, front toe needs configuration reinforcement.Retaining wall basis 15 uses reinforced concrete foundation, embedded depth of foundation 1m.
Oblique anchor rib body 13 sets in the wall back of the body soil body from back-pressure retaining wall 12 metope, and oblique anchor rib body uses full Grouted bolt, and anchor pole uses diameter 32mm, the hot rolled ribbed bars of intensity HRB335, the long 8m of anchor pole.
Oblique displacement hull 14 sets in the wall back of the body soil body from back-pressure retaining wall 12 metope, and oblique displacement hull 14 uses the plastic drain-pipe of diameter 130mm, and its external part stretches out 0.5m outside the metope of back-pressure retaining wall 12.
The gravelly soil that incompact-deposit bodies 16 is formed for early stage large volume landslide, thick 10-30m；Steady soil 17 is weak weathered granite.
Claims (6)
1. a traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, it is characterised in that: on tunnel outer edge
Be parallel to tunnel move towards direction and arrange the inner side solid retaining wall (1) of slurry and outside slurry retaining wall (2) admittedly, tunnel top, bottom and
Side is respectively provided with the solid layer (3) of top slurry, the solid layer (4) of bottom slurry and the solid layer (5) of side slurry, at the solid layer (4) of bottom slurry
Bottom arranges bearing pile (11)；In outside slurry solid retaining wall (2) outside and tunnel portal position, back-pressure retaining wall (12) is set,
Oblique anchor rib body (13) is set to the slurry gear soil body admittedly from back-pressure retaining wall (12)；Oblique reinforcing body (9) is solid by top slurry
In incompact-deposit bodies (16) outside layer (3) insertion.
One the most according to claim 1 traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, and it is special
Levy and be: the solid retaining wall (1) of described inner side slurry and the solid retaining wall (2) of outside slurry are positioned at the outside of the solid layer (5) of side, tunnel slurry,
Set downwards to lower stabilizer soil layer (17) from incompact-deposit bodies (16) upper surface；The pine at solid retaining wall (2) position of outside slurry
Dissipate accumulation body (16) thickness loosely-packed body thickness less than solid retaining wall (1) position of inner side slurry；At the solid retaining wall (1) of inner side slurry
The top of retaining wall (2) solid with outside slurry is respectively provided with Guan Liang (8).
One the most according to claim 1 traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, and it is special
Levy and be: the solid material of slurry that the solid layer (3) of described top slurry, the solid layer (4) of bottom slurry starch solid layer (5) with side is identical, uses
Cement mortar, cement mortar or high polymer material.
One the most according to claim 1 traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, and it is special
Levy and be: described back-pressure retaining wall (12) uses cement concrete retaining wall, gravity retaining wall or flexible retaining wall；Along wall
After wall, Rock And Soil lays oblique displacement hull (14) and oblique anchor rib body (13).
One the most according to claim 1 traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, and it is special
Levy and be: described bearing pile (11) sets downwards from the bottom solid layer (4) of slurry, plane set scope include inside tunnel portal and
Outside, back-pressure retaining wall (12) bottom.
One the most according to claim 4 traversing shallow-buried bias incompact-deposit bodies longspan tunnel comprehensively enters hole structure, and it is special
Levy and be: described oblique displacement hull (14) uses plastic drain-pipe, and its external part is positioned at outside the metope of back-pressure retaining wall (12)
Side.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620233573.3U CN205477644U (en) | 2016-03-24 | 2016-03-24 | Pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620233573.3U CN205477644U (en) | 2016-03-24 | 2016-03-24 | Pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205477644U true CN205477644U (en) | 2016-08-17 |
Family
ID=56652961
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620233573.3U Active CN205477644U (en) | 2016-03-24 | 2016-03-24 | Pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205477644U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
-
2016
- 2016-03-24 CN CN201620233573.3U patent/CN205477644U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105840207A (en) | Cross shallow buried bias pressure loose accumulation body large-span tunnel comprehensive entrance structure construction method | |
| CN205742213U (en) | Foundation pit supporting construction | |
| CN104196034A (en) | Foundation pit construction method employing steel sheet piles as support cofferdam | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN105133620A (en) | Supporting structure for pit-in-pit with local fluidal plastic sludge soil mass and construction method of supporting structure | |
| CN104563131B (en) | Rectangular enclosure pile, and construction method using rectangular enclosure pile as main structure | |
| CN106121722A (en) | A kind of method quickly constructing fire dam | |
| CN101725155A (en) | Multi-direction rotary jetting stirring grouting reinforcement construction method for constructing underground structure and soil body by cover excavation and underground excavation and supporting structure thereof | |
| CN106368219A (en) | Supporting reinforcing structure of deep foundation pit and construction method | |
| CN203701127U (en) | Underwater gravity type foundation | |
| CN104790412A (en) | Large-width foundation pit supporting construction method under confined water condition | |
| CN207003421U (en) | A kind of steel plate pilework for being seated hard rock top surface | |
| CN205242424U (en) | Brick child mode structure of soft soil area superelevation pile foundation cushion cap | |
| CN206616565U (en) | Door font double-row pile and double high-pressed spin-spewing water-stopping curtain combined retaining structure | |
| CN205776246U (en) | A kind of Structure About Soldier Pile | |
| CN202644591U (en) | A reinforced bridge pile foundation in tunnel construction under the geological condition of water-rich quicksand | |
| CN1333139C (en) | Column supported underground continuous wall | |
| CN205477644U (en) | Pass through shallow loose accumulation body longspan tunnel of bias voltage that buries and synthesize hole structure | |
| CN204435407U (en) | A kind of batter post group anchor formula rock foundation | |
| CN105625480A (en) | Anti-floating method and structure for open-segment tunnel structure | |
| CN202730796U (en) | Existing retaining wall rib plate type unloading reinforcing structure | |
| CN107975040A (en) | Circular top pipe working pit multiple material handling method of deep foundation pit construction method | |
| CN209838435U (en) | Unloading arch backfill structure for penetrating through large-sized non-filling karst cave tunnel | |
| CN105113513B (en) | Anti-seepage foundation pit supporting structure and construction method | |
| CN205776258U (en) | A kind of Pile-Anchor Supporting for Deep Excavation system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CB03 | Change of inventor or designer information |
Inventor after: Yu Wenyin Inventor after: Xu Hengfei Inventor after: Li Jun Inventor after: Sun An Inventor after: Gao Pengzhi Inventor before: Wang Xinquan |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20170207 Address after: 159 No. 253000 Shandong city in Dezhou Province Economic and Technological Development Zone Jinghua Road Patentee after: DEZHOU ROAD ENGINEERING Corp. Address before: 310015 Hangzhou Wanda Commercial Center, Zhejiang, building 3, unit 1901, room 3 Patentee before: HANGZHOU JIANGRUN TECHNOLOGY Ltd. |
|
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: 253000 159 Jinghua Avenue, Dezhou Economic and Technological Development Zone, Shandong Province Patentee after: Deda Transportation Construction and Development Group Co.,Ltd. Address before: 253000 159 Jinghua Avenue, Dezhou Economic and Technological Development Zone, Shandong Province Patentee before: DEZHOU ROAD ENGINEERING Corp. |