CN110397447A - The construction method of Shield tunnel armored concrete liner composite lining structural shape - Google Patents
The construction method of Shield tunnel armored concrete liner composite lining structural shape Download PDFInfo
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- CN110397447A CN110397447A CN201910565183.4A CN201910565183A CN110397447A CN 110397447 A CN110397447 A CN 110397447A CN 201910565183 A CN201910565183 A CN 201910565183A CN 110397447 A CN110397447 A CN 110397447A
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- shield
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- concrete
- armored concrete
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- 239000004567 concrete Substances 0.000 title claims abstract description 79
- 239000002131 composite material Substances 0.000 title claims abstract description 48
- 238000010276 construction Methods 0.000 title claims abstract description 46
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 41
- 238000005452 bending Methods 0.000 claims abstract description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 230000002787 reinforcement Effects 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 5
- 238000009415 formwork Methods 0.000 claims description 4
- 230000008901 benefit Effects 0.000 abstract description 6
- 238000005520 cutting process Methods 0.000 abstract description 6
- 239000011150 reinforced concrete Substances 0.000 abstract description 5
- 239000011435 rock Substances 0.000 description 10
- 238000000034 method Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 150000001875 compounds Chemical class 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 230000007423 decrease Effects 0.000 description 2
- 241000237536 Mytilus edulis Species 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000013505 freshwater Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 235000020638 mussel Nutrition 0.000 description 1
- 230000007935 neutral effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
- E21D11/006—Lining anchored in the rock
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
-
- 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
- E21D11/04—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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses the construction methods of Shield tunnel armored concrete liner composite lining structural shape, the present invention is linked together outer lining shield duct piece and liner reinforced concrete segment common stress by shear key, the bending stiffness of liner structure can be improved, increase lining cutting simultaneously and bears internal water pressure, structure of the invention pattern is clear, it is easy for construction, and it has high economic benefit, it can be major diameter water-conveyance tunnel, especially high internal water pressure water-conveyance tunnel provides a kind of effective and feasible structural shape, can be widely applied to infrastructure project technical field.
Description
Technical field
The present invention relates to infrastructure project technical fields, especially Shield tunnel armored concrete liner composite lining structural type
The construction method of formula.
Background technique
The pattern that current major diameter water-conveyance tunnel generallys use has: shield outer lining+inner lining of steel pipe (inner clip Concrete Filled)；
Shield outer lining+armored concrete liner；The several versions such as shield outer lining+prestressed reinforced concrete liner.
Wherein, shield outer lining+inner lining of steel pipe (inner clip Concrete Filled) although lining cutting pattern can undertake hydraulic pressure in height
Power, but there are Railway Projects: 1) steel pipe need tunnel in welding procedure inconvenient；2) since concrete hardening volume is received
Contracting, filled layer is more difficult to be filled up；3) inner lining of steel pipe is easy growth fresh water mussel, influences water bar part.
This lining cutting pattern of shield outer lining+armored concrete liner can be used for low-pressure water delivery, for high internal water pressure,
Inner lining concrete is easy to crack, and when crack is larger, water pressure, which directly acts on shield duct piece, is easily destroyed entire lining cutting pattern.
Shield outer lining+this structural shape of prestressed reinforced concrete liner can be used for undertaking high internal water pressure, still
Complex process, cost is higher, and prestressing force can be unfavorable for the durability of water-conveyance tunnel with time relaxation.
Summary of the invention
In view of this, the embodiment of the present invention provides a kind of novel Shield tunnel armored concrete liner composite lining structure
The construction method of pattern to improve the bending stiffness of liner structure, while increasing lining cutting and bearing internal water pressure.
The embodiment of the invention provides a kind of building sides of Shield tunnel armored concrete liner composite lining structural shape
Method, comprising the following steps:
Bar planting processing is carried out to shield duct piece, alternatively, reserving connection reinforcing bar position in shield duct piece；
The steel reinforcement cage for connecting reinforcing bar and liner armored concrete is bound or welded, shear key is formed；
Formwork and casting concrete are carried out to steel reinforcement cage, form armored concrete liner；
Shield-concrete lining composite construction is constructed by shear key.
Further, further comprising the steps of:
Shield-concrete lining composite construction internal water pressure and outer Water And Earth Pressures are born by shear key.
Further, further comprising the steps of:
Shield-concrete lining composite construction depth of section is improved by shear key.
Further, the deformation of outer lining shield duct piece is limited by shear key.
Further, described that shield-concrete lining composite construction internal water pressure and outer water and soil pressure are born by shear key
The step for power, comprising the following steps:
According to Lame formula, Thickwalled cylinder displacement is calculated；
According to the Thickwalled cylinder displacement being calculated, the radial direction of liner armored concrete Yu outer lining shield duct piece is determined
Deformation result.
Further, described that shield-concrete lining composite construction depth of section is carried out improving this by shear key
Step, comprising the following steps:
According to shield-concrete lining composite construction stress characteristic, the bending stiffness of composite construction is calculated；
According to the bending stiffness being calculated, determine shear key to shield-concrete lining composite construction depth of section
Improve result.
Further, the step for the deformation that outer lining shield duct piece is limited by shear key, comprising the following steps:
Calculate the circumference stress of Thickwalled cylinder；
According to the circumference stress being calculated, the deformation result of outer lining shield duct piece is determined.
Scheme in the embodiments of the present invention has the advantages that the embodiment of the present invention passes through shear key for outer lining shield
Structure section of jurisdiction and liner reinforced concrete segment link together common stress, the bending stiffness of liner structure can be improved, simultaneously
Increasing lining cutting and bears internal water pressure, structure of the invention pattern is clear, and it is easy for construction, and have high economic benefit, it can be big
Diameter water-conveyance tunnel, especially high internal water pressure water-conveyance tunnel provide a kind of effective and feasible structural shape.
Detailed description of the invention
Fig. 1 is the Shield tunnel armored concrete liner composite lining structural shape figure of the embodiment of the present invention；
Fig. 2 is the shield tunnel construction elastic mechanics model of the embodiment of the present invention；
Fig. 3 is the circumference stress distribution map of the embodiment of the present invention；
Fig. 4 is liner stress-water pressure relational graph under the country rock 2GPa wall rock condition of the embodiment of the present invention；
Fig. 5 is radial displacement-water pressure relational graph under the country rock 2GPa wall rock condition of the embodiment of the present invention；
Fig. 6 is liner stress-water pressure relational graph under the country rock 3GPa wall rock condition of the embodiment of the present invention；
Fig. 7 is radial displacement-water pressure relational graph under the country rock 3GPa wall rock condition of the embodiment of the present invention.
Specific embodiment
The present invention is further explained and is illustrated with specific embodiment with reference to the accompanying drawings of the specification.
The embodiment of the invention provides a kind of building sides of Shield tunnel armored concrete liner composite lining structural shape
Method, comprising the following steps:
Bar planting processing is carried out to shield duct piece, alternatively, reserving connection reinforcing bar position in shield duct piece；
The steel reinforcement cage for connecting reinforcing bar and liner armored concrete is bound or welded, shear key is formed；
Formwork and casting concrete are carried out to steel reinforcement cage, form armored concrete liner；
Shield-concrete lining composite construction is constructed by shear key.
It is further used as preferred embodiment, further comprising the steps of:
Shield-concrete lining composite construction internal water pressure and outer Water And Earth Pressures are born by shear key.
It is further used as preferred embodiment, further comprising the steps of:
Shield-concrete lining composite construction depth of section is improved by shear key.
It is further used as preferred embodiment, the deformation of outer lining shield duct piece is limited by shear key.
It is further used as preferred embodiment, it is described that shield-concrete lining composite construction is born by shear key
The step for internal water pressure and outer Water And Earth Pressures, comprising the following steps:
According to Lame formula, Thickwalled cylinder displacement is calculated；
According to the Thickwalled cylinder displacement being calculated, the radial direction of liner armored concrete Yu outer lining shield duct piece is determined
Deformation result.
It is further used as preferred embodiment, it is described that shield-concrete lining composite construction is cut by shear key
The step for face height is improved, comprising the following steps:
According to shield-concrete lining composite construction stress characteristic, the bending stiffness of composite construction is calculated；
According to the bending stiffness being calculated, determine shear key to shield-concrete lining composite construction depth of section
Improve result.
It is further used as preferred embodiment, it is described that this step of the deformation of outer lining shield duct piece is limited by shear key
Suddenly, comprising the following steps:
Calculate the circumference stress of Thickwalled cylinder；
According to the circumference stress being calculated, the deformation result of outer lining shield duct piece is determined.
Detailed description of the present invention Shield tunnel armored concrete liner composite lining structure with reference to the accompanying drawings of the specification
Pattern:
As shown in Figure 1, wherein the mark meaning in attached drawing 1-3 is as follows: 1 represents connection reinforcing bar；2 represent shield duct piece；3
Represent armored concrete liner；4 represent shield reinforcing bar；5 represent liner reinforcing bar；6 represent country rock；Represent circumference stress；P generation
Table internal water pressure.
The construction method of Shield tunnel armored concrete liner composite lining structural shape of the invention are as follows:
S1, bar planting or reserved connection reinforcing bar position are carried out to shield duct piece 2；
S2, the steel reinforcement cage for connecting reinforcing bar 1 and liner armored concrete 3 is bound or is welded, form shear key；
S3, formwork and casting concrete form armored concrete liner 3；
S4, using connection reinforcing bar 1 connection function (shear key) formed shield-concrete lining composite construction jointly by
Power.
The advantages of structural shape of the invention, is:
(1) lead to the effect of shear key, shield-concrete lining composite construction can shared internal water pressure and outer water and soil
Pressure, and guarantee that radial deformation is coordinated；
Specifically, shield tunnel construction elastic mechanics model is as shown in Figure 2, according to the Lame of plane-strain axisymmetry problem
Answer, Thickwalled cylinder are displaced calculation formula are as follows:
In formula: Δ r is annular radii elongation, and μ is Poisson's ratio, and E is elasticity modulus of materials, and r, R are to be respectively in annulus
Outer diameter, ρ are radius at calculating position, and p is internal water pressure.
According to calculated result, liner armored concrete is consistent with outer lining shield duct piece interface ρ, therefore by load action, two
Person's compatibility of deformation.
(2) section is preceding by curved height greater than compound by curved height after structure composite, therefore compound rear bending stiffness W2 is greater than again
Bending stiffness W1, increases the bending stiffness in section before closing；
Wherein, the section bending stiffness calculation formula are as follows:
In formula: W is bending stiffness, IzFor cross sectional moment of inertia, y be on section from neutral axis it is farthest with a distance from, b is that section is wide
Degree, h1,h2For the thickness of shield duct piece and liner armored concrete.
According to calculation formula, the bending stiffness of structure and thickness it is square directly proportional, therefore the bending resistance of compound structure for new residence is rigid
Degree is greater than original structure, and new structure can increase the transverse property in section.
(3) shear key formed in view of connection reinforcing bar acts on, even if armored concrete liner cracks, endochronic model, and shearing
Key can also limit the mirror image deformation of outer lining shield duct piece, to increase safety of the outer lining shield duct piece under the effect of high internal water pressure
It ensures.
Thickwalled cylinder circumference stress (as shown in Figure 3), are as follows:
In formula:For section circumference stress, A, C are the constant determined by boundary condition and constraint condition, and ρ is to calculate position
Set place's radius.
From inside to outside, circumference stress is smaller and smaller shows hyperbola form, and when internal water pressure is smaller, liner reinforcing bar is mixed
Solidifying soil does not crack, and bar planting only plays the role of composite shield section of jurisdiction and armored concrete；As internal water pressure increases, inner lining steel
Reinforced concrete cracks, and under least favorable situation, whole internal water pressures are directly acted on section of jurisdiction, lead to section of jurisdiction radial dilatation, at this time
The shear key that connection reinforcing bar is formed will limit the deformation of section of jurisdiction, increase the safety stock of shield duct piece.
New structure of the invention is illustrated with calculating case with concrete lining Stiffness degradation below, in calculating temporarily
The connection of shield duct piece and inner lining concrete is not considered, to check deformation and stress of the liner armored concrete by internal water pressure
State, on this basis using connection reinforcing bar as safety stock, so as to preferably guarantee the safety of composite construction.
Before cracking, the elasticity modulus of armored concrete liner is 30GPa, with the increase armored concrete of internal water pressure
It gradually cracks, liner armored concrete rigidity gradually decreases, and due to the effect of liner reinforcing bar, armored concrete rigidity will not be reduced
To 0.When calculating separately liner armored concrete Stiffness Drop down to 1/2,1/3,1/5,1/10,1/15, liner stress and interior hydraulic pressure
The relationship of power, country rock consider 2GPa, and two kinds of situations of 3GPa, calculated result is shown in Fig. 4, Fig. 5, Fig. 6, shown in Fig. 7.
From calculated result as can be seen that with cracked concrete rigidity reduction, liner radial displacement can be gradually increased, interior
Lining stress gradually decreases, but due to the draw of liner reinforcing bar (shear key), armored concrete liner still remains with one
Fixed intensity.At this point, liner and shield duct piece preferably can be connected as an entirety to enhance composite junction by connection reinforcing bar
The intensity and safety of structure.
In conclusion reinforcing bar is implanted into shield duct piece, reinforcing bar exposure part and liner steel reinforcement cage are welded or bind together,
Then casting concrete lining, allows armored concrete liner to be linked together with outer lining Shield tunnel, forms composite construction.This is new
The advantages of type structure is: 1) the two can bear internal water pressure and outer Water And Earth Pressures jointly；2) bending stiffness of structure is increased；
3) in view of the connection of reinforcing bar, even if armored concrete liner cracks, endochronic model also be can guarantee outer under the effect of high internal water pressure
Serve as a contrast the safety of shield duct piece.Structure of the invention pattern is clear, easy for construction, and has high economic benefit, and can be water in height
Pressurized water transmission tunnel provides a kind of effective and feasible structural shape.
It is to be illustrated to preferable implementation of the invention, but the present invention is not limited to the embodiment above, it is ripe
Various equivalent deformation or replacement can also be made on the premise of without prejudice to spirit of the invention by knowing those skilled in the art, this
Equivalent deformation or replacement are all included in the scope defined by the claims of the present application a bit.
Claims (7)
1. the construction method of Shield tunnel armored concrete liner composite lining structural shape, it is characterised in that: including following step
It is rapid:
Bar planting processing is carried out to shield duct piece, alternatively, reserving connection reinforcing bar position in shield duct piece；
The steel reinforcement cage for connecting reinforcing bar and liner armored concrete is bound or welded, shear key is formed；
Formwork and casting concrete are carried out to steel reinforcement cage, form armored concrete liner；
Shield-concrete lining composite construction is constructed by shear key.
2. the construction method of Shield tunnel armored concrete liner composite lining structural shape according to claim 1,
It is characterized in that: further comprising the steps of:
Shield-concrete lining composite construction internal water pressure and outer Water And Earth Pressures are born by shear key.
3. the construction method of Shield tunnel armored concrete liner composite lining structural shape according to claim 1,
It is characterized in that: further comprising the steps of:
Shield-concrete lining composite construction depth of section is improved by shear key.
4. the construction method of Shield tunnel armored concrete liner composite lining structural shape according to claim 1,
It is characterized in that:
The deformation of outer lining shield duct piece is limited by shear key.
5. the construction method of Shield tunnel armored concrete liner composite lining structural shape according to claim 2,
Be characterized in that: it is described by shear key bear shield-concrete lining composite construction internal water pressure and outer Water And Earth Pressures this
Step, comprising the following steps:
According to Lame formula, Thickwalled cylinder displacement is calculated；
According to the Thickwalled cylinder displacement being calculated, the radial deformation of liner armored concrete Yu outer lining shield duct piece is determined
As a result.
6. the construction method of Shield tunnel armored concrete liner composite lining structural shape according to claim 3,
It is characterized in that: described the step for shield-concrete lining composite construction depth of section is improved by shear key,
The following steps are included:
According to shield-concrete lining composite construction stress characteristic, the bending stiffness of composite construction is calculated；
According to the bending stiffness being calculated, determine that shear key improves shield-concrete lining composite construction depth of section
As a result.
7. the construction method of Shield tunnel armored concrete liner composite lining structural shape according to claim 4,
Be characterized in that: it is described by shear key limit outer lining shield duct piece deformation the step for, comprising the following steps:
Calculate the circumference stress of Thickwalled cylinder；
According to the circumference stress being calculated, the deformation result of outer lining shield duct piece is determined.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910565183.4A CN110397447A (en) | 2019-06-27 | 2019-06-27 | The construction method of Shield tunnel armored concrete liner composite lining structural shape |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910565183.4A CN110397447A (en) | 2019-06-27 | 2019-06-27 | The construction method of Shield tunnel armored concrete liner composite lining structural shape |
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| CN110397447A true CN110397447A (en) | 2019-11-01 |
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| CN201910565183.4A Pending CN110397447A (en) | 2019-06-27 | 2019-06-27 | The construction method of Shield tunnel armored concrete liner composite lining structural shape |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101994877A (en) * | 2010-11-17 | 2011-03-30 | 唐兆连 | Lining-type reinforced concrete anticorrosion compound pipeline |
| CN102191940A (en) * | 2011-05-16 | 2011-09-21 | 长江勘测规划设计研究有限责任公司 | Water conveyance tunnel with prestressed composite lining for shield tunnelling |
| CN104631850A (en) * | 2014-12-24 | 2015-05-20 | 湖南工程学院 | Concrete column strengthening method of compressive pre-stress steel casing rebar planting extension cross section |
| CN107798166A (en) * | 2017-09-18 | 2018-03-13 | 广东省水利水电科学研究院 | Load structure collective effect computational methods under Shield tunnel composite lining internal water pressure |
| JP2018109329A (en) * | 2017-01-05 | 2018-07-12 | 株式会社大林組 | Tunnel skeleton |
| CN108756937A (en) * | 2018-07-12 | 2018-11-06 | 中铁第四勘察设计院集团有限公司 | The shield tunnel lining structure and method of long service life under strong corrosive environment |
-
2019
- 2019-06-27 CN CN201910565183.4A patent/CN110397447A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101994877A (en) * | 2010-11-17 | 2011-03-30 | 唐兆连 | Lining-type reinforced concrete anticorrosion compound pipeline |
| CN102191940A (en) * | 2011-05-16 | 2011-09-21 | 长江勘测规划设计研究有限责任公司 | Water conveyance tunnel with prestressed composite lining for shield tunnelling |
| CN104631850A (en) * | 2014-12-24 | 2015-05-20 | 湖南工程学院 | Concrete column strengthening method of compressive pre-stress steel casing rebar planting extension cross section |
| JP2018109329A (en) * | 2017-01-05 | 2018-07-12 | 株式会社大林組 | Tunnel skeleton |
| CN107798166A (en) * | 2017-09-18 | 2018-03-13 | 广东省水利水电科学研究院 | Load structure collective effect computational methods under Shield tunnel composite lining internal water pressure |
| CN108756937A (en) * | 2018-07-12 | 2018-11-06 | 中铁第四勘察设计院集团有限公司 | The shield tunnel lining structure and method of long service life under strong corrosive environment |
Non-Patent Citations (2)
| Title |
|---|
| 徐传堡: "复合衬砌盾构输水隧洞的简化计算方法及有限元分析", 《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》 * |
| 李东华等: "《材料力学》", 31 October 2016, 哈尔滨工业大学出版社 * |
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