CN112727480A - Grouting method for shield construction of hard rock section - Google Patents
Grouting method for shield construction of hard rock section Download PDFInfo
- Publication number
- CN112727480A CN112727480A CN202110144033.3A CN202110144033A CN112727480A CN 112727480 A CN112727480 A CN 112727480A CN 202110144033 A CN202110144033 A CN 202110144033A CN 112727480 A CN112727480 A CN 112727480A
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- grouting
- construction
- water stop
- shield
- hard rock
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- 238000010276 construction Methods 0.000 title claims abstract description 85
- 238000000034 method Methods 0.000 title claims abstract description 39
- 239000011435 rock Substances 0.000 title claims abstract description 34
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 68
- 239000002689 soil Substances 0.000 claims abstract description 20
- 239000007788 liquid Substances 0.000 claims abstract description 19
- 239000002002 slurry Substances 0.000 claims abstract description 17
- 239000011440 grout Substances 0.000 claims description 18
- 239000004568 cement Substances 0.000 claims description 8
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 230000001502 supplementing effect Effects 0.000 claims description 4
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical compound O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 abstract description 19
- 239000004570 mortar (masonry) Substances 0.000 abstract description 17
- 239000000243 solution Substances 0.000 description 12
- 239000010881 fly ash Substances 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 239000013589 supplement Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a grouting method for shield construction of a hard rock section, which comprises the following steps: excavating a soil body by using a shield to form a construction hole, splicing duct pieces along the side wall of the construction hole to form a plurality of unit rings, and synchronously grouting to fill gaps between the unit rings and the construction hole; grouting liquid is injected between the corresponding unit rings and the construction holes through grouting holes formed in the unit rings at set intervals to form a plurality of water stop ring hoops at intervals; and (3) filling slurry between the two adjacent water stop ring hoops through the grouting hole so as to fill the gap between the two adjacent water stop ring hoops, thereby compacting the gap between the unit ring and the construction hole. The invention effectively solves the problem that the synchronous mortar is easy to flow into the soil bin, and the water stop hoop is formed through construction to prevent the injected synchronous mortar from flowing into the soil bin, so that the grouting at the back of the duct piece is full, the phenomena of upward floating, leakage and the like of the duct piece are avoided, the construction quality is improved, and the construction cost is reduced.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a grouting method for shield construction of a hard rock section.
Background
In recent years, the rapid development of urban subway tunnels, shield construction methods are more and more mature, shields can meet various complex geology during underground construction, earth pressure balance shield machines are generally adopted in full-section hard rock stratums, open type tunneling methods are utilized for construction, and grouting is outwards synchronously performed in the tunneling process to fill gaps between pipe pieces and soil bodies.
However, in the actual construction process, because the circumstances such as the lower and shield tail grout stopping plate grinding of soil storehouse internal pressure for the synchronous mortar flow of injection scurries to the soil storehouse in, not only extravagant raw and other materials, the section of jurisdiction slip casting behind one's back is not full moreover, appears the section of jurisdiction come-up easily under the effect of secret crack water, seepage scheduling problem, and construction quality can't guarantee.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a grouting method for shield construction of a hard rock section, solves the problem that synchronous mortar easily flows into a soil bin, forms a water stop hoop through construction to prevent the injected synchronous mortar from flowing into the soil bin, ensures that the grouting on the back of a duct piece is full, avoids the phenomena of upward floating, leakage and the like of the duct piece, improves the construction quality and reduces the construction cost.
The technical scheme for realizing the purpose is as follows:
the invention provides a grouting method for shield construction of a hard rock section, which comprises the following steps:
excavating a soil body by using a shield to form a construction hole, splicing duct pieces along the side wall of the construction hole to form a plurality of unit rings, and synchronously grouting to fill gaps between the unit rings and the construction hole;
grouting liquid is injected between the corresponding unit rings and the construction holes through grouting holes formed in the unit rings at set intervals to form a plurality of water stop ring hoops at intervals;
and (3) filling slurry between the two adjacent water stop ring hoops through the grouting hole so as to fill the gap between the two adjacent water stop ring hoops, thereby compacting the gap between the unit ring and the construction hole.
The grouting method for the shield construction of the hard rock section is adopted, in the process of shield tunneling, grouting is conducted between the unit rings and the construction hole by means of the grouting holes of the unit rings to form the water stop hoop, synchronous mortar can be prevented from flowing to the soil bin, then grouting is conducted between two adjacent water stop hoops, gaps between the unit rings and the construction hole can be compacted, the situation that grouting on the back of the duct piece is not full is avoided, the situations that the duct piece floats upwards, leaks and the like are prevented, the problem that the synchronous mortar is easy to flow into the soil bin is solved, the water stop hoop is formed through construction, the injected synchronous mortar is prevented from flowing into the soil bin, grouting on the back of the duct piece is full, the phenomena that the duct piece floats upwards, leaks and the like are avoided, construction quality is improved, and construction cost is reduced.
The grouting method for shield construction of the hard rock section is further improved in that a water stop hoop is formed by constructing every ten unit rings.
The grouting method for shield construction of the hard rock section is further improved in that at least two unit rings are arranged between the water stop hoop and the shield tail of the shield.
The grouting method for shield construction of the hard rock segment is further improved in that the injected grout comprises a liquid A and a liquid B, wherein the liquid A comprises cement and water, and the liquid B comprises water glass and water.
The grouting method for shield construction of the hard rock segment is further improved in that the mass ratio of cement to water in the solution A is 1: 1.
The grouting method for shield construction of the hard rock segment is further improved in that the mass ratio of the water glass to the water in the liquid B is 1: 1.
The grouting method for shield construction of the hard rock segment is further improved in that the volume ratio of the solution A to the solution B is 1: 1.
The grouting method for shield construction of the hard rock segment is further improved in that the grouting pressure is less than or equal to 0.3 Mpa.
The grouting method for shield construction of the hard rock section is further improved in that grouting holes are formed in the side part and the top part of each unit ring;
and injecting 1 cubic meter of slurry into the grouting holes at the side parts of the unit rings, injecting 2 cubic meters of slurry into the grouting holes at the top parts of the unit rings, and forming the water stop hoop after the slurry is solidified.
The invention is used for the shield construction grouting method of the hard rock section to further improve, when mending the thick liquid to the adjacent two water stop hoops, also include:
when the grout overflows from the grouting holes which are positioned between the two water stop ring hoops and are close to the water stop ring hoops, the grout supplementing is stopped, and the grouting holes are blocked.
Drawings
FIG. 1 is a schematic structural diagram of the grouting method for shield construction of a hard rock segment.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
Referring to fig. 1, the invention provides a grouting method for shield construction of a hard rock section, which can prevent synchronous mortar from flowing into a soil bin by grouting between unit rings and a construction hole through grouting holes of the unit rings to form water stop hoop rings, further can supplement slurry between two adjacent water stop hoop rings, can compact a gap between the unit rings and the construction hole, avoid the situation that the grouting on the back of a duct piece is not full, prevent the situations that the duct piece floats upwards, leaks and the like, solve the problem that the synchronous mortar is easy to flow into the soil bin, form the water stop hoop rings through construction, prevent the injected synchronous mortar from flowing into the soil bin, enable the grouting on the back of the duct piece to be full, avoid the phenomena that the duct piece floats upwards, leaks and the like, improve construction quality and reduce construction cost. The grouting method for shield construction of hard rock segments according to the invention is described below with reference to the accompanying drawings.
Referring to fig. 1, fig. 1 is a schematic structural diagram of a grouting method for shield construction of a hard rock segment according to the present invention. The grouting method for shield construction of hard rock segment according to the present invention will be described with reference to fig. 1.
Referring to fig. 1, the grouting method for shield construction of hard rock segment of the present invention comprises the following steps:
excavating a soil body by using a shield 21 to form a construction hole, splicing duct pieces along the side wall of the construction hole to form a plurality of unit rings 11, and synchronously grouting to fill gaps between the unit rings 11 and the construction hole;
grouting into the space between the corresponding unit ring 11 and the construction hole through grouting holes formed in the unit rings 11 at set intervals to form a plurality of water stop ring hoops 12 at intervals;
and (3) filling slurry between the two adjacent water stop hoop rings 12 through a grouting hole to fill a gap between the two adjacent water stop hoop rings 12, so that the gap 13 between the unit ring 11 and the construction hole is compacted.
Specifically, a water stop hoop 12 is formed by constructing every ten unit rings 11.
Specifically, at least two unit rings 11 are arranged between the water stop hoop 12 and the shield tail of the shield 21, that is, the water stop hoop 12 is constructed in the third unit ring 11 from which the shield tail of the shield 21 comes out, and the water stop hoop 12 needs to have a certain distance from the shield tail to avoid interference with synchronous grouting.
Preferably, the duct piece is formed with grouting holes during the manufacturing process, so that the duct piece can be grouted outwards through the grouting holes of the duct piece in the unit rings 11 after the duct piece is assembled.
Further, grouting holes are formed at the side and the top of the unit ring 11;
1 cubic meter of grout is injected into the grouting holes at the side parts of the unit rings 11, 2 cubic meters of grout is injected into the grouting holes at the top parts, and the grout is solidified to form the water stop hoop 12.
Preferably, the pressure of grouting is less than or equal to 0.3 Mpa.
As a preferred embodiment of the invention, the injected slurry comprises solution A and solution B, wherein the solution A comprises cement and water, and the solution B comprises water glass and water;
the mass ratio of cement to water in the solution A is 1: 1;
the mass ratio of the water glass to the water in the solution B is 1: 1;
the volume ratio of the solution A to the solution B is 1: 1.
Further, the amount of the solution A is 0.75 m/m3The mass ratio of the components can also be as follows:
cement 120-;
385-395kg of medium sand;
250 kg of fly ash and 260kg of fly ash;
40-50kg of bentonite; and
water 395-405 kg.
Preferably, the initial setting time of the synchronous mortar in the synchronous grouting is controlled to be 4-6 hours, the mass ratio of each formula can be that cement, fly ash, sand, bentonite and water is 160:340:550:60:530, and the mortar of the synchronous grouting can be the same as or different from the mortar for forming the water stop hoop and the grout supplement during construction.
Specifically, when mending thick liquid between the adjacent stagnant water hoop, still include:
when the grout overflows from the grouting holes which are positioned between the two water stop ring hoops 12 and are close to the water stop ring hoops, the grout supplementing is stopped and the grouting holes are blocked.
The concrete construction method for the shield construction grouting method of the hard rock segment comprises the following steps:
excavating a soil body by using a shield 21 to form a construction hole, adopting a semi-open type excavation mode, splicing duct pieces along the side wall of the construction hole to form a plurality of unit rings 11, respectively leading two grouting pipes to the upper left and the upper right of the shield tail of the shield 21, injecting synchronous mortar between the duct pieces and the construction hole through the grouting pipes, depositing the synchronous mortar below the unit rings under the action of self gravity, and forming a gap 13 between the unit rings and the construction hole as shown in figure 1, wherein the grouting pipes are connected with the upper left and the upper right of the shield tail of the shield 21;
constructing water stop hoop rings 12 at every ten unit rings 11 and at a third unit ring 11 from which the shield tail is separated, namely, at the position A' in the figure 1, injecting grout outside the unit rings 11 by using grouting holes of the unit rings, arranging a ball valve and a three-way mixer at the grouting holes to mix the liquid A and the liquid B and then discharge the mixed liquid outwards, injecting grout of 1 cubic meter into the side parts of the unit rings during grouting, injecting grout of 2 cubic meters into the grouting holes at the tops of the unit rings, wherein the grouting pressure is not more than 0.3MPa, and the principle that the square control is taken as the main part and the pressure control is taken as the auxiliary part is adopted to ensure that the water stop hoop rings form rings;
the method comprises the steps of (1) patching slurry between two adjacent water stop ring hoops 12, namely between A and A 'in figure 1, selecting a grouting hole positioned in the middle of the two water stop ring hoops 12, namely patching slurry between the two water stop ring hoops at the position of C in figure 1, installing ball valves at the grouting hole between the two water stop ring hoops 12 and close to the water stop ring hoops 12, namely installing ball valves at the positions of B and B' in figure 1 to detect the condition of patching slurry between the two water stop ring hoops, if slurry overflows at the positions of B and B ', the situation that the slurry is patched between the two adjacent water stop ring hoops 12 is compact is indicated, the ball valves are closed, and if the water overflows at the positions of B and B', the;
treat the thick liquid and solidify the back, closely knit space 13 between unit ring 11 and the construction hole of having filled, the condition of synchronous slip casting not full is avoided appearing and is taken place, avoid appearing the section of jurisdiction come-up, phenomenons such as seepage, improve construction quality, reduce construction cost, and the grout filling condition is observed in the injected hole of accessible B and B 'department, the stagnant water hoop of A and A' department can play the effect of temporary support soil body, prevent the section of jurisdiction come-up, stagnant water hoop can block the thick liquid and flow into the soil storehouse in addition, avoid thick liquid and synchronous mortar extravagant, guarantee shield structure 21 normal work.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.
Claims (10)
1. A grouting method for shield construction of a hard rock section is characterized by comprising the following steps:
excavating a soil body by using a shield to form a construction hole, assembling duct pieces along the side wall of the construction hole to form a plurality of unit rings, and synchronously grouting to fill gaps between the unit rings and the construction hole;
grouting between the corresponding unit rings and the construction holes through grouting holes formed in the unit rings at set intervals to form a plurality of water stop ring hoops at intervals;
and (3) supplementing slurry between the two adjacent water stop hoop rings through the grouting hole so as to fill the gap between the two adjacent water stop hoop rings, thereby compacting the gap between the unit ring and the construction hole.
2. The grouting method for shield construction of a hard rock section according to claim 1, wherein one water stop hoop is formed every ten times the unit ring construction.
3. The grouting method for hard rock segment shield construction according to claim 2, characterized in that at least two unit rings are arranged between the water stop hoop and the shield tail of the shield.
4. The grouting method for shield construction of a hard rock segment according to claim 1, wherein the injected grout comprises a liquid A and a liquid B, the liquid A comprises cement and water, and the liquid B comprises water glass and water.
5. The grouting method for shield construction of a hard rock segment according to claim 4, wherein the mass ratio of cement to water in the solution A is 1: 1.
6. The grouting method for hard rock segment shield construction according to claim 4, wherein the mass ratio of the water glass to the water in the solution B is 1: 1.
7. The grouting method for hard rock segment shield construction according to claim 4, wherein the volume ratio of the solution A to the solution B is 1: 1.
8. The grouting method for shield construction of a hard rock segment according to claim 1, wherein the pressure of grouting is 0.3Mpa or less.
9. The grouting method for shield construction of a hard rock section according to claim 8, wherein the grouting holes are formed at both sides and the top of the unit ring;
and injecting 1 cubic meter of slurry into the grouting holes at the side parts of the unit rings, injecting 2 cubic meters of slurry into the grouting holes at the top parts of the unit rings, and solidifying the slurry to form the water stop hoop.
10. The grouting method for shield construction of a hard rock section according to claim 1, wherein when grout is supplied between two adjacent water stop hoops, the grouting method further comprises the following steps:
and when the grout overflows from the grouting holes which are positioned between the two water stop ring hoops and are close to the water stop ring hoops, stopping grout supplementing and plugging the grouting holes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110144033.3A CN112727480A (en) | 2021-02-02 | 2021-02-02 | Grouting method for shield construction of hard rock section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110144033.3A CN112727480A (en) | 2021-02-02 | 2021-02-02 | Grouting method for shield construction of hard rock section |
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| Publication Number | Publication Date |
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| CN112727480A true CN112727480A (en) | 2021-04-30 |
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| CN202110144033.3A Pending CN112727480A (en) | 2021-02-02 | 2021-02-02 | Grouting method for shield construction of hard rock section |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113503177A (en) * | 2021-08-25 | 2021-10-15 | 中铁十七局集团有限公司 | In-hole treatment method for liquefiable stratum shield tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103306684A (en) * | 2012-03-08 | 2013-09-18 | 中铁隧道集团有限公司 | Process for grouting on back of shield segment |
| CN108331597A (en) * | 2018-01-22 | 2018-07-27 | 中建市政工程有限公司 | Shield tunnel segment wall post-grouting construction method |
| CN110566233A (en) * | 2019-09-20 | 2019-12-13 | 成龙建设集团有限公司 | method for duct piece wall post-grouting in shield tunnel construction of full-section hard rock stratum |
| CN110924962A (en) * | 2019-12-06 | 2020-03-27 | 中交第三航务工程局有限公司 | Construction method for filling and grouting behind segment wall of EPB-TBM dual-mode shield |
| CN111594199A (en) * | 2020-05-20 | 2020-08-28 | 中铁二局集团有限公司 | Construction method for wall back backfilling of double-shield TBM |
| CN111779493A (en) * | 2020-07-07 | 2020-10-16 | 中铁隧道集团二处有限公司 | Full-section rock stratum construction method for slurry shield in fracture development |
| CN212003205U (en) * | 2020-04-17 | 2020-11-24 | 中交第二航务工程局有限公司 | Shield segment capable of preventing floating damage |
-
2021
- 2021-02-02 CN CN202110144033.3A patent/CN112727480A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103306684A (en) * | 2012-03-08 | 2013-09-18 | 中铁隧道集团有限公司 | Process for grouting on back of shield segment |
| CN108331597A (en) * | 2018-01-22 | 2018-07-27 | 中建市政工程有限公司 | Shield tunnel segment wall post-grouting construction method |
| CN110566233A (en) * | 2019-09-20 | 2019-12-13 | 成龙建设集团有限公司 | method for duct piece wall post-grouting in shield tunnel construction of full-section hard rock stratum |
| CN110924962A (en) * | 2019-12-06 | 2020-03-27 | 中交第三航务工程局有限公司 | Construction method for filling and grouting behind segment wall of EPB-TBM dual-mode shield |
| CN212003205U (en) * | 2020-04-17 | 2020-11-24 | 中交第二航务工程局有限公司 | Shield segment capable of preventing floating damage |
| CN111594199A (en) * | 2020-05-20 | 2020-08-28 | 中铁二局集团有限公司 | Construction method for wall back backfilling of double-shield TBM |
| CN111779493A (en) * | 2020-07-07 | 2020-10-16 | 中铁隧道集团二处有限公司 | Full-section rock stratum construction method for slurry shield in fracture development |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113503177A (en) * | 2021-08-25 | 2021-10-15 | 中铁十七局集团有限公司 | In-hole treatment method for liquefiable stratum shield tunnel |
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Application publication date: 20210430 |
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