CN111322088A - Construction method for realizing combined primary support load sharing - Google Patents
Construction method for realizing combined primary support load sharing Download PDFInfo
- Publication number
- CN111322088A CN111322088A CN202010124963.8A CN202010124963A CN111322088A CN 111322088 A CN111322088 A CN 111322088A CN 202010124963 A CN202010124963 A CN 202010124963A CN 111322088 A CN111322088 A CN 111322088A
- Authority
- CN
- China
- Prior art keywords
- primary support
- half part
- steel arch
- support
- load sharing
- 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.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D19/00—Provisional protective covers for working space
Abstract
The invention discloses a construction method for realizing load sharing of a combined primary support, which comprises the steps of excavating surrounding rocks on the upper part, and constructing an outer-layer primary support and a temporary support; placing the two longitudinal beams on a temporary support; constructing an upper half part inner layer primary support, and fixing the upper half part inner layer primary support on the longitudinal beam; sequentially excavating surrounding rocks at the lower half part of the tunnel, and sequentially constructing an inner-layer primary support at the lower half part; and (4) dismantling the temporary support, excavating the surrounding rock in the middle of the lower half part of the tunnel, and constructing an inverted arch of the lower half part. The longitudinal beam is adopted to limit the displacement of the inner layer primary support, so that when surrounding rocks on two sides of the lower pilot tunnel are excavated, the ground settlement caused by the hollowing of the arch foot is avoided, and the problem of the ground settlement is effectively solved. When surrounding rocks on two sides of a lower pilot tunnel are excavated, the arch springing position of the inner primary support can be limited by the longitudinal beam, and the stress in the outer primary support is naturally released by the outer primary support through the deformation of the surrounding rocks, so that the inner primary support and the outer primary support are synchronously stressed as much as possible, and the stress of the structure is more reasonable.
Description
Technical Field
The invention relates to the technical field of combined primary support load sharing of tunnels, and particularly discloses a construction method for realizing combined primary support load sharing.
Background
With the rapid development of urban underground roads, the number of large-section shallow-buried tunnels is gradually increased, the safety of urban shallow-buried underground excavation single-layer primary support cannot meet construction conditions, the influence of the construction process on the settlement of the ground and the influence on the construction speed cannot be effectively controlled, and the urban shallow-buried underground excavation tunnels begin to adopt double-layer primary support at present.
However, the inventor finds that the application of the double-layer primary support is only in the trial stage at present, and the research on the construction sequence and the stress mechanism is shallow.
Disclosure of Invention
In order to solve the technical problems in the prior art, the invention discloses a construction method for realizing combined primary support load sharing.
The technical scheme adopted by the invention is as follows:
the invention provides a construction method for realizing combined primary support load sharing, which is carried out according to the following steps:
a. excavating upper surrounding rocks in sequence, and applying outer layer primary support and temporary support;
b. placing the two longitudinal beams on a temporary support, and anchoring the longitudinal beams;
c. constructing an inner layer primary support of the upper half part of the surrounding rock, and fixing the inner layer primary support of the upper half part on the longitudinal beam;
d. sequentially excavating surrounding rocks on two sides of the lower half part of the tunnel, and sequentially constructing an inner layer primary support of the lower half part;
e. and (4) dismantling the temporary support, excavating surrounding rocks in the middle of the lower half part of the tunnel, constructing an inverted arch of the lower half part, and closing the primary support into a ring.
As a further technical solution, the step a comprises the following steps:
firstly, excavating surrounding rock at the position I, erecting an outer-layer steel arch frame at a corresponding position, hanging a reinforcing mesh and spraying concrete, and performing construction to finish the right outer-layer primary support;
excavating surrounding rock at the second place, erecting a steel arch frame, hanging a reinforcing mesh and spraying concrete, and finishing vertical and right-side transverse temporary support;
excavating surrounding rock at the position III, erecting an outer-layer steel arch frame at the corresponding position, hanging a reinforcing mesh and spraying concrete, and performing construction to finish the left outer-layer primary support;
and excavating surrounding rock at the IV position, erecting a steel arch frame, hanging a reinforcing mesh and spraying concrete, and finishing the transverse temporary support on the left side.
As a further technical scheme, the specific process of step c is as follows: and fixing the steel arch centering of the upper half part in the primary support of the inner layer on the two longitudinal beams, fixing the steel arch centering by using a grouting steel perforated pipe, hanging a reinforcing mesh and spraying concrete, and finishing the primary support of the inner layer of the upper half part.
As a further technical scheme, surrounding rocks at V and VI are excavated, when no steel arch frame exists at the lower part, the longitudinal beam is supported by a temporary support, the lower steel arch frame is immediately erected after excavation, a reinforcing mesh is hung to spray concrete, and the lower half part of an inner layer primary support is constructed; when the steel arch frame exists at the lower part, the longitudinal beam is supported by the erected lower steel arch frame and the temporary support together, the lower steel arch frame is erected after excavation, the reinforcing mesh is hung, concrete is sprayed, and the lower half part of the inner-layer primary support is constructed.
The beneficial effects of the invention are as follows:
the invention adopts the combined primary support, provides enough safety factor, does not need the secondary lining to follow the primary support, can provide enough construction operation space, and ensures the construction quality and the construction speed.
The longitudinal beam is adopted to limit the displacement of the inner layer primary support, so that when surrounding rocks on two sides of the lower pilot tunnel are excavated, the ground settlement caused by the hollowing of the arch foot is avoided, and the problem of the ground settlement is effectively solved.
According to the invention, the longitudinal beam is adopted to support the inner primary support, when surrounding rocks on two sides of the lower pilot tunnel are excavated, the arch springing of the inner primary support can be limited by the longitudinal beam, and the outer primary support naturally releases the stress in the outer primary support through the deformation of the surrounding rocks, so that the inner primary support and the outer primary support are synchronously stressed as much as possible, and the structural stress is more reasonable.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the invention and not to limit the invention.
Fig. 1 is a schematic diagram of a construction cross section in the technology for realizing combined primary support load sharing provided by the invention.
Fig. 2 is a schematic construction plan view in the technology for realizing combined primary support load sharing provided by the invention.
Fig. 3(a) and fig. 3(b) are schematic longitudinal sectional views of construction in a technology for realizing combined type preliminary bracing load sharing according to the present invention.
Fig. 4 is a schematic view of bending moment in the technology for realizing combined primary support load sharing provided by the invention.
In the figure: I. II, III, IV, V, VI and VII represent the positions of surrounding rocks; 1 outer layer primary support, 2 inner layer primary support, 3 temporary support, 4 surrounding rocks, 5 longitudinal beams, 6 upper steel arch frames, 7 grouting steel perforated pipes, 8 steel pipes, 9 steel arch frames and 9' lower steel arch frames.
Detailed Description
It is to be understood that the following detailed description is exemplary and is intended to provide further explanation of the invention as claimed. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the invention. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, unless the invention expressly state otherwise, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
the invention is described in further detail below with reference to the figures and examples.
As shown in fig. 1, 2 and 3, a construction method for realizing combined type preliminary bracing load sharing includes the following steps in sequence: in the following construction steps, the right side and the left side are explained by taking the orientation shown in fig. 1 as an example;
a. excavating surrounding rock at the position I, erecting an outer-layer steel arch frame at a corresponding position, hanging a reinforcing mesh and spraying concrete, and finishing the outer-layer primary support 1 at the corresponding position on the right side;
b. excavating surrounding rock at the second place, erecting a steel arch (a temporary support steel arch), hanging a reinforcing mesh and spraying concrete, and finishing vertical temporary support 3 and transverse temporary support 3 on the right side in the figure 1;
c. excavating surrounding rock at the position III, erecting an outer-layer steel arch frame at the corresponding position, hanging a reinforcing mesh and spraying concrete, and finishing the outer-layer primary support 1 at the corresponding position on the left side;
d. and excavating surrounding rock at the IV position, erecting a steel arch (a temporary support steel arch), hanging a reinforcing mesh and spraying concrete, and finishing the left transverse temporary support 3.
e. Drilling a hole in the surrounding rock, placing the longitudinal beam 5 on the temporary support 3, and inserting a phi 108 steel pipe 8 into the drilled hole to fix the longitudinal beam 5; two longitudinal beams 5 are arranged, and one longitudinal beam 5 is arranged on the left; preferably, the left longitudinal beam 5 and the right longitudinal beam 5 are symmetrically arranged;
f. constructing an inner layer primary support, namely fixing two ends of an upper half part of a steel arch 6 in the inner layer primary support on the installed longitudinal beams 5 respectively, fixing the steel arch 6 by using a grouting steel perforated pipe 7 inserted into surrounding rocks, hanging a reinforcing mesh and spraying concrete after the construction of the steel arch 6 is finished, and finishing the construction of the upper half part of the inner layer primary support;
g. excavating surrounding rocks at V and VI positions in the figure 1; the excavation sequence of the surrounding rocks at the V position and the VI position in the figure can be exchanged, or the surrounding rocks at the V position and the VI position can be excavated simultaneously; specifically, when the steel arch 9' does not exist in the lower part, please refer to fig. 3(a), the longitudinal beam 5 is supported by the temporary support, the lower steel arch 9 is erected immediately after excavation, the steel mesh is hung, concrete is sprayed, and the lower half part of the inner layer primary support is constructed; when the steel arch 9 exists at the lower part, please refer to fig. 3(b), the longitudinal beam 5 is supported by the erected lower steel arch 9 and the temporary support 3 together, the lower steel arch is erected after excavation, the reinforcing mesh is hung to spray concrete, and the lower half part of the inner layer primary support is constructed; it should be noted that the steel arch 9 and the steel arch 9' described herein are not a complete steel arch, but only a part of the steel arch, and are of an arc structure in accordance with the shape of the inner wall of the surrounding rock tunnel;
h. and (4) dismantling the temporary support, excavating surrounding rocks at the VII position, constructing an inverted arch part of the inner-layer primary support, and closing the inner-layer primary support into a ring.
The method comprises the steps of firstly constructing the outer-layer primary support and the temporary support, reducing inward deformation of the outer-layer primary support under the supporting action of the temporary support, then constructing the upper part of the inner-layer primary support, enabling the upper part to be located on the longitudinal beam, and fixing the longitudinal beam by using the steel pipe to increase the stability of the longitudinal beam.
Excavating surrounding rocks on two sides of the lower part, combining the graph in the graph 3(a) and the graph in the graph 3(b), constructing a common supporting longitudinal beam of a lower steel arch frame and the surrounding rocks which are not excavated, and supporting the upper steel arch frame by a cross beam to limit the displacement of the upper part of the primary support of the inner layer; meanwhile, the inward displacement of the outer primary support is limited under the action of the temporary support.
After the lower surrounding rock is excavated, the outer primary support arch springing is not limited by the longitudinal beam, so that the surrounding rock is deformed, and the outer primary support arch springing is also deformed, so that the stress in the outer primary support is partially released. The displacement of the upper part of the inner primary support is limited due to the supporting effect of the longitudinal beam, so that the force of the outer primary support is shared on the inner primary support, and the stress is more reasonable.
And then constructing a lower steel arch frame of the inner-layer primary support to enable the inner-layer primary support to fall to the bottom, and then dismantling surrounding rocks of the excavation part of the temporary support to construct an inverted arch, wherein the inner-layer primary support is closed to form a ring, and the stress is more stable.
Furthermore, in the embodiment of the invention, when no steel arch is arranged at the lower part and surrounding rocks at V and VI are excavated, the excavation depth does not exceed the distance between two steel arches.
Further, it should be understood that in other embodiments, the excavation sequence of the surrounding rock at position i and the surrounding rock at position iii can be changed, and the excavation sequence of the surrounding rock at position ii and the surrounding rock at position iv can be changed.
Furthermore, in the embodiment of the invention, the surrounding rock at the arch springing position is deformed due to the excavation of the surrounding rock at the V and VI positions of the outer-layer primary support, so that the stress in the outer-layer primary support is released, the upper half part of the inner-layer primary support limits the displacement of the inner-layer primary support under the supporting action of the longitudinal beam 5, the inner-layer primary support bears the stress generated due to the deformation of the surrounding rock, the bearing capacity of the inner-layer primary support and the outer-layer primary support can be fully exerted, and the stress structure is more reasonable.
The working principle of the technology for realizing the combined primary support load sharing is as follows:
as shown in fig. 4, K is a bending moment curve when the stress is not released by the outer preliminary bracing, and J is a bending moment curve after the stress is released by the outer preliminary bracing. After the lower portion of the tunnel is excavated, the surrounding rock deforms, stress of an outer-layer primary support supported on the surrounding rock is released, the displacement of the inner-layer primary support is limited through the support of the steel pipe and the longitudinal beam, the two layers of primary supports are close to the combined action after the release, stress is more balanced, and safety factor is improved.
Assuming that the stress of the outer primary support is P1 when the stress is not released, the stress is P2 when the stress is released, and the ultimate stress of the outer primary support when the outer primary support is damaged is P, the stress capacity improvement ratio η of the outer primary support after the stress is released is (P1-P2)/P.
The longitudinal beam is adopted to limit the displacement of the inner layer primary support, so that when surrounding rocks on two sides of the lower pilot tunnel are excavated, the ground settlement caused by the hollowing of the arch foot is avoided, and the problem of the ground settlement is effectively solved.
According to the invention, the longitudinal beam is adopted to support the inner primary support, when surrounding rocks on two sides of the lower pilot tunnel are excavated, the arch springing of the inner primary support can be limited by the longitudinal beam, and the outer primary support naturally releases the stress in the outer primary support through the deformation of the surrounding rocks, so that the inner primary support and the outer primary support are synchronously stressed as much as possible, and the structural stress is more reasonable.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A construction method for realizing combined primary support load sharing is characterized by comprising the following steps:
a. excavating upper surrounding rocks in sequence, and applying outer layer primary support and temporary support;
b. placing the two longitudinal beams on a temporary support, and anchoring the longitudinal beams;
c. constructing an inner layer primary support of the upper half part of the surrounding rock, and fixing the inner layer primary support of the upper half part on the longitudinal beam;
d. sequentially excavating surrounding rocks on two sides of the lower half part of the tunnel, and sequentially constructing an inner layer primary support of the lower half part;
e. and (4) dismantling the temporary support, excavating surrounding rocks in the middle of the lower half part of the tunnel, constructing an inverted arch of the lower half part, and closing the primary support into a ring.
2. The construction method for realizing combined type preliminary bracing load sharing according to claim 1, wherein the step a comprises the following steps:
firstly, excavating surrounding rock at the position I, erecting an outer-layer steel arch frame at a corresponding position, hanging a reinforcing mesh and spraying concrete, and performing construction to finish the right outer-layer primary support;
excavating surrounding rock at the second place, erecting an outer-layer steel arch frame at the corresponding position, hanging a reinforcing mesh and spraying concrete, and finishing vertical and right-side transverse temporary support;
excavating surrounding rock at the position III, erecting an outer-layer steel arch frame at the corresponding position, hanging a reinforcing mesh and spraying concrete, and performing construction to finish the left outer-layer primary support;
and excavating surrounding rock at the IV position, erecting a steel arch frame at the corresponding position, hanging a reinforcing mesh and spraying concrete, and finishing the transverse temporary support at the left side.
3. The construction method for realizing combined type preliminary bracing load sharing according to claim 2, wherein the excavation sequence of the surrounding rock at the I position and the surrounding rock at the III position can be exchanged.
4. The construction method for realizing combined type preliminary bracing load sharing according to claim 2, wherein the excavation sequence of the surrounding rocks II and IV can be exchanged.
5. The construction method for realizing combined type preliminary bracing load sharing according to claim 1, wherein the longitudinal beam is anchored by using an anchor pipe inserted in surrounding rocks.
6. The construction method for realizing the combined type preliminary bracing load sharing according to claim 1, wherein the concrete process of the step c is as follows: and fixing the steel arch centering of the upper half part in the primary support of the inner layer on the longitudinal beam, fixing the steel arch centering by using a grouting steel perforated pipe, hanging a reinforcing mesh and spraying concrete, and finishing the primary support of the inner layer of the upper half part.
7. The construction method for realizing the combined type preliminary bracing load sharing according to claim 1, wherein the concrete process of the step d is as follows: excavating surrounding rocks at V and VI, when no steel arch exists at the lower part, the longitudinal beam is supported by a temporary support, the lower steel arch is erected immediately after excavation, a reinforcing mesh is hung to spray concrete, and the lower half part of the inner layer primary support is constructed; when the steel arch frame exists at the lower part, the longitudinal beam is supported by the erected lower steel arch frame and the temporary support together, the lower steel arch frame is erected after excavation, the reinforcing mesh is hung, concrete is sprayed, and the lower half part of the inner-layer primary support is constructed.
8. The construction method for realizing combined type preliminary bracing load sharing according to claim 7, wherein the surrounding rock excavation sequence at V and VI can be exchanged.
9. The construction method for realizing combined type preliminary bracing load sharing according to claim 7, wherein the surrounding rocks at the V and VI parts can be excavated simultaneously.
10. The construction method for realizing combined type preliminary bracing load sharing according to claim 7, wherein when no steel arch is present in the construction of the lower surrounding rock, the excavation depth of the surrounding rock at V and VI is not more than the distance of two steel arches.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010124963.8A CN111322088A (en) | 2020-02-27 | 2020-02-27 | Construction method for realizing combined primary support load sharing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010124963.8A CN111322088A (en) | 2020-02-27 | 2020-02-27 | Construction method for realizing combined primary support load sharing |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111322088A true CN111322088A (en) | 2020-06-23 |
Family
ID=71165278
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010124963.8A Pending CN111322088A (en) | 2020-02-27 | 2020-02-27 | Construction method for realizing combined primary support load sharing |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111322088A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH085087A (en) * | 1994-06-17 | 1996-01-12 | Sharp Corp | Heating cooker pan |
| CN1306150A (en) * | 2000-06-11 | 2001-08-01 | 郭兰波 | Reinforcing bar netted chock and netted-shell bolting and shotcrete support |
| CN102182469A (en) * | 2011-05-04 | 2011-09-14 | 中铁三局集团有限公司 | Construction method for preventing cracking of second lining of middle cavity of large span tunnel |
| CN102758642A (en) * | 2012-07-16 | 2012-10-31 | 中铁隧道集团有限公司 | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof |
-
2020
- 2020-02-27 CN CN202010124963.8A patent/CN111322088A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH085087A (en) * | 1994-06-17 | 1996-01-12 | Sharp Corp | Heating cooker pan |
| CN1306150A (en) * | 2000-06-11 | 2001-08-01 | 郭兰波 | Reinforcing bar netted chock and netted-shell bolting and shotcrete support |
| CN102182469A (en) * | 2011-05-04 | 2011-09-14 | 中铁三局集团有限公司 | Construction method for preventing cracking of second lining of middle cavity of large span tunnel |
| CN102758642A (en) * | 2012-07-16 | 2012-10-31 | 中铁隧道集团有限公司 | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102758632B (en) | Rock stratum double initial support layering method for establishing large-scale underground structure | |
| CN111188629B (en) | Construction method for sudden change of tunnel bifurcation section and expanding excavation | |
| CN102758642B (en) | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof | |
| CN110630283B (en) | Three-layer supporting structure suitable for double-arch tunnel and construction method | |
| CN106337686A (en) | Rock stratum underground excavation three-story subway station umbrella cover structure and construction method thereof | |
| CN204729099U (en) | Rock quality layer tunneling three layers of subway station canopy structure | |
| CN112160755B (en) | Subway line construction method for expanding excavation station after shield tunnel construction in advance | |
| CN113062354A (en) | Assembly method for prefabricated subway station of open-cut pile support system | |
| CN109056810B (en) | Transverse expanding excavation structure of underground main body structure of open excavation or cover excavation below existing building and construction method thereof | |
| CN112065467B (en) | Underground engineering supporting structure and construction method thereof | |
| CN112922646B (en) | Building method of underground excavation station excavated by large-section single-span support through superposed arch-wall integrated type | |
| CN112302686B (en) | Vertical jacking construction method for entering tunnel inclined shaft into main tunnel | |
| CN105386779A (en) | Arch column method for building large-scale underground structure in shallow buried rock stratums | |
| CN111322088A (en) | Construction method for realizing combined primary support load sharing | |
| CN110159323A (en) | The construction method fixed with steel arch-shelf is excavated suitable for extra-large cross-section underground chamber | |
| CN210264724U (en) | Broken stratum extra-small clear distance urban tunnel supporting structure | |
| CN112282771A (en) | Rapid construction method for super-large-span highway tunnel | |
| CN110924985A (en) | Long rock pillar construction method suitable for overlying thin rock stratum | |
| CN113153311B (en) | Tunnel excavation construction method suitable for soil-rock composite stratum | |
| CN110985011B (en) | Three-step seven-step combined excavation method for upper step of soft soil layer by adopting middle partition wall | |
| CN205277435U (en) | Secretly dig construction of big section tunnel and strut system | |
| CN109838239B (en) | Construction method for subway single-layer underground excavation station | |
| CN217632450U (en) | Main body structure of subway long-span tunnel | |
| CN211448694U (en) | Prefabricated cushion block connecting beam structure erected in tunnel with soft soil layer | |
| CN202788876U (en) | Superimposed bearing arched structure of large-span tunnel on stratum soft in upper layer and hard in lower layer |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200623 |
|
| RJ01 | Rejection of invention patent application after publication |