CN105649094A - Three-wall steel cofferdam for deepwater foundation bearing platform construction and construction method of three-wall steel cofferdam - Google Patents
Three-wall steel cofferdam for deepwater foundation bearing platform construction and construction method of three-wall steel cofferdam Download PDFInfo
- Publication number
- CN105649094A CN105649094A CN201610031823.XA CN201610031823A CN105649094A CN 105649094 A CN105649094 A CN 105649094A CN 201610031823 A CN201610031823 A CN 201610031823A CN 105649094 A CN105649094 A CN 105649094A
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- cofferdam
- wall
- main body
- construction
- bearing platform
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
The invention provides a three-wall steel cofferdam for deepwater foundation bearing platform construction. The three-wall steel cofferdam comprises a cofferdam main body, an inner support frame arranged at the top of the inner side of the cofferdam main body and a working platform arranged on the inner support frame, wherein the cofferdam main body sequentially comprises an outer wall, a middle wall and an inner wall from outside to inside; the height of the outer wall is equal to that of the middle wall, and a stiffened plate is arranged between the outer wall and the middle wall; the inner wall is lower than the middle wall, and a concrete poured layer is arranged between the inner wall and the middle wall; a bearing platform is arranged at the bottom of the inner side of the cofferdam main body, and the bottom of the bearing platform is provided with a plurality of concrete poured piles. The three-wall steel cofferdam is suitable for construction that a construction bearing platform is buried in a deepwater bridge foundation with a relatively deep base rock. A working surface can be relatively early formed, a drilled pile can be constructed in advance, and the construction period of the bridge foundation can also be better ensured. Meanwhile, the cofferdam main body, the concrete poured layer located between the inner wall and the middle wall and the base rock form an integer, so that the three-wall steel cofferdam is firmer in structure and capable of better meeting the construction conditions of relatively deep water and relatively high flow rate.
Description
Technical field
The invention belongs to bridge construction technical field, especially relate to a kind of deep water foundation bearing platform construction three wall steel cofferdam and construction methods thereof.
Background technology
At present, in the construction process crossing over each rivers,lakes and seas bridge, to large bridge deep water foundation bearing platform construction dash equipment, what equipment present stage adopted is single wall cofferdam or double-wall cofferdam, single wall, Double-Wall Steel Boxed Cofferdam cannot solve the operating mode that cushion cap embedment basement rock is deeper, it is generally all take the technical measures such as underwater demolition to be removed by basement rock in present stage, development along with society, at existing railway, by other important building such as highway, build large bridge to get more and more, the technical measures that now cannot adopt explosion again remove basement rock, newly-built large bridge has the duration tight simultaneously, cross flood to have a big risk, the factors such as clear base workload is big, existing, single wall, double-walled steel cofferdam structure cannot meet instructions for use.
Summary of the invention
In view of this, it is contemplated that propose a kind of deep water foundation bearing platform construction three wall steel cofferdam and construction methods thereof, meet large bridge cushion cap embedding basement rock deeper time construction bearing platform demand.
For reaching above-mentioned purpose, the technical scheme is that and be achieved in that:
A kind of deep water foundation bearing platform construction is with three wall steel cofferdams, including the inner support frame of cofferdam main body and cofferdam main body inside top and be arranged on the work platforms on inner support frame; Described cofferdam main body includes outer wall, midfeather and inwall from outside to inside successively; Described outer wall is contour with midfeather, is provided with deep floor between the two; Described inwall, lower than described midfeather, is provided with therebetween concrete lift; Main body inside bottom position, described cofferdam is provided with cushion cap, is provided with some concreting stakes bottom this cushion cap.
Further, described inner support frame is truss structure.
Further, described outer wall, midfeather and inwall are welded and fixed integrated structure.
Further, the inside of subterrane is stretched in described concreting stake.
The above-mentioned deep water foundation bearing platform construction construction method of three wall steel cofferdams, comprises the steps:
1. by place by precalculated position for cofferdam main body and anchor, the top installation in position inner support frame inside the main body of cofferdam afterwards, work platforms is then arranged on inner support frame top;
2. on work platforms, groove milling equipment is arranged, with inwall for guiding, to the basement rock groove milling hole being between inwall and midfeather below the main body of cofferdam position; After slotted eye milling is complete, clear hole, and sediment at the bottom of hole wall mud and hole is cleaned out;
3. to step 2. in slotted eye carry out underwater concreting, make the concrete lift between cofferdam main body, inwall and midfeather and the basement rock triplicity below the main body of cofferdam as a whole;
4. arranging rig on work platforms, the basement rock in the main body of cofferdam is holed, with steel pile casting at present, steel pile casting inserts in basement rock through cover layer;
5. after having holed, drain the water of cofferdam body interior, cut off the steel pile casting that more than basement rock is unnecessary, and foundation ditch is cleared up;
6., after foundation ditch has been cleared up, foundation ditch is carried out smooth, and concrete cushion of constructing, build cushion cap.
Further, during cleaning foundation ditch, construction machinery is hung in the main body of cofferdam, the cover layer in foundation ditch and basement rock are cleared up.
Further, before building cushion cap, first colligation cushion cap reinforcing bar on concrete cushion, and mass concrete construction circulating water pipe and thermometric components and parts are installed.
Relative to prior art, deep water foundation bearing platform construction of the present invention has the advantage that with three wall steel cofferdams
Solve single wall, Double-Wall Steel Boxed Cofferdam cannot imbed the bridge deepwater foundation construction difficult problem that basement rock is deeper by construction bearing platform at all. Further, three wall steel cofferdams in the present invention can form work surface earlier, carries out drilled pile construction in advance, more can guarantee that the bridge foundation construction duration. Meanwhile, concrete lift and basement rock three between cofferdam main body, inwall and midfeather form an entirety, and structure is firmer, more can meet the construction operating mode that water is deep, flow velocity is relatively larger.
Accompanying drawing explanation
The accompanying drawing constituting the part of the present invention is used for providing a further understanding of the present invention, and the schematic description and description of the present invention is used for explaining the present invention, is not intended that inappropriate limitation of the present invention. In the accompanying drawings:
Fig. 1 is present invention construction schematic diagram when anchoring cofferdam main body;
Fig. 2 is present invention construction schematic diagram when installing inner support frame and work platforms;
Fig. 3 be the present invention construct slotted eye time construction schematic diagram;
Fig. 4 is present invention construction schematic diagram when building slotted eye;
Fig. 5 is the construction schematic diagram that the present invention carries out when concreting stake is holed;
Fig. 6 is present invention construction schematic diagram when clearing up foundation ditch;
Fig. 7 is that the present invention has constructed the structural representation after cushion cap;
Fig. 8 is the top view that the present invention is provided with the cofferdam main body of inner support frame;
Fig. 9 be the present invention construct slotted eye time table plane schematic diagram;
Figure 10 be the present invention construct concreting stake time table plane schematic diagram.
Description of reference numerals:
1-cofferdam main body; 2-inner support frame; 3-work platforms; 4-outer wall; 5-midfeather; 6-inwall; 7-deep floor; 8-concrete lift; 9-cushion cap; 10-concreting stake; 11-basement rock; 12-groove milling equipment; 13-slotted eye; 14-rig; 15-steel pile casting;16-cover layer; 17-stake holes.
Detailed description of the invention
It should be noted that when not conflicting, the embodiment in the present invention and the feature in embodiment can be mutually combined.
In describing the invention, it will be appreciated that, term " " center ", " longitudinal direction ", " transverse direction ", " on ", D score, " front ", " afterwards ", " left side ", " right side ", " vertically ", " level ", " top ", " end ", " interior ", orientation or the position relationship of the instruction such as " outward " are based on orientation shown in the drawings or position relationship, it is for only for ease of the description present invention and simplifies description, rather than the device of instruction or hint indication or element must have specific orientation, with specific azimuth configuration and operation, therefore it is not considered as limiting the invention. additionally, term " first ", " second " etc. are only for descriptive purposes, and it is not intended that indicate or imply relative importance or the implicit quantity indicating indicated technical characteristic. thus, the feature defining " first ", " second " etc. can express or implicitly include one or more these features. in describing the invention, except as otherwise noted, " multiple " are meant that two or more.
In describing the invention, it is necessary to explanation, unless otherwise clearly defined and limited, term " installation ", " being connected ", " connection " should be interpreted broadly, for instance, it is possible to it is fixing connection, it is also possible to be removably connect, or connect integratedly; Can be mechanically connected, it is also possible to be electrical connection; Can be joined directly together, it is also possible to be indirectly connected to by intermediary, it is possible to be the connection of two element internals. For the ordinary skill in the art, it is possible to understand above-mentioned term concrete meaning in the present invention by concrete condition.
Describe the present invention below with reference to the accompanying drawings and in conjunction with the embodiments in detail.
A kind of deep water foundation bearing platform construction is with three wall steel cofferdams, if Fig. 1 is to shown in 10, including the inner support frame 2 of cofferdam main body 1 and cofferdam main body 1 inside top and be arranged on the work platforms 3 on inner support frame 2; Described cofferdam main body 1 includes outer wall 4, midfeather 5 and inwall 6 from outside to inside successively; Described outer wall 4 is contour with midfeather 5, is provided with deep floor 7 between the two; Described inwall 6, lower than described midfeather 5, is provided with therebetween concrete lift 8; Main body 1 inside bottom position, described cofferdam is provided with cushion cap 9, is provided with some concreting stakes 10 bottom this cushion cap 9.
It should be noted that, the work platforms 3 on inner support frame 2 top is as the platform of groove milling construction and drilling construction, meanwhile, also as the inner supporting structure of cofferdam main body 1, with cofferdam main body 1 together as the support resisting effect of water pressure, its structure can be welded as a whole by shaped steel.
Cofferdam main body 1 is supported on rock stratum end face, wherein outer wall 4 and midfeather 5 are stress supporting construction, play isolation river effect, subject deadweight, cushion cap basement rock cleaning time water pressure, drilling construction time rig load, inwall 6 has the effect that 1) groove milling time, it is possible to the mechanically formed guiding of groove milling. 2) template time as slotted eye 13 casting concrete, guarantee that the concrete lift 8 between cofferdam main body 1, inwall 6 and midfeather 5 and basement rock 11 triplicity below cofferdam main body 1 are as a whole, it is possible to meet the requirement crossing flood in works deep water.
Wherein, described inner support frame 2 is truss structure, stabilized structure, and intensity is high.
Wherein, described outer wall 4, midfeather 5 and inwall 6 are welded and fixed integrated structure. It should be noted that cofferdam main body can the shape such as rectangular, circular, arc end according to actual dimension of platform. Three wall steel cofferdam manufactures can merogenesis manufacture, installation in position again after on-site consolidation; If it addition, during transhipment conditions permit, it is possible to taking monoblock type manufacture, overall transportation by driving is in place. Cofferdam main body 1 inwall headroom size should be more bigger than cushion cap 9 size, meets cofferdam positioning requirements.
Wherein, the inside of subterrane 11 is stretched in described concreting stake 10, it is ensured that cushion cap 9 is solid and reliable, and stress is good.
It is deeper that present invention large bridge water foundation platform in rivers,lakes and seas embeds basement rock, cushion cap adjoins important building, when basement rock cannot adopt the technical measures such as underwater demolition to remove, the dry environment of excavation of foundation pit during a bearing platform construction, the reinforcing bar binding of cushion cap 9, cushion cap 9 concreting can be created, create an anhydrous environment in local in rivers,lakes and seas deep water, it is ensured that construction is smoothed out.
The above-mentioned deep water foundation bearing platform construction construction method of three wall steel cofferdams, comprises the steps:
1. by place by precalculated position for cofferdam main body 1 and anchor, the top installation in position inner support frame 2 inside cofferdam main body 1 afterwards, work platforms 3 is then arranged on inner support frame 2 top; Here it is possible to the situation according to bridge location, it is possible to adopt cast anchor location technology or additive method, cofferdam is positioned;
2. on work platforms 3, groove milling equipment 12 is arranged, with inwall 6 for guiding, to the basement rock 11 groove milling hole 13 being in position between inwall 6 and midfeather 5 below cofferdam main body 1; After slotted eye 13 milling is complete, clear hole, and sediment at the bottom of hole wall mud and hole is cleaned out; It is pointed out that the degree of depth of slotted eye 13 should meet below the bottom surface of the cushion cap 9 being deeply about to construction;
3. to step 2. in slotted eye 13 carry out underwater concreting, after concrete reaches intensity, the concrete lift 8 between cofferdam main body 1, inwall 6 and midfeather 5 and basement rock 11 triplicity below cofferdam main body 1 are as a whole;
4. arranging rig 14 on work platforms 3, by design, the basement rock 11 in cofferdam main body 1 is needed carry out stake holes 17 and holes, simultaneously lower steel pile casting 15 in each boring, the steel pile casting 15 of layout both passes through cover layer 16 and inserts in basement rock 11;
5. after having holed, drain the water within cofferdam main body 1, cut off basement rock more than 11 unnecessary steel pile casting 15 part, and foundation ditch is cleared up;
6., after foundation ditch has been cleared up, foundation ditch is carried out smooth, and concrete cushion of constructing, build cushion cap 9.
It should be noted that before construction, first according to the peak level can met in the features of terrain of bridge bearing platform position yet to be built, geology rock feature and bearing platform construction engineering, water level of setting up defences. Tentatively draft the overall dimensions of three wall steel cofferdams, according to the load acted on cofferdam, including deadweight, water pressure, soil pressure, flow force etc., three wall cofferdam are calculated in detail, finally determine each physical dimension of cofferdam main body, inner support and slotted eye. Secondly, according to on-the-spot execution conditions, it is determined that the manufacture of each structural member and means of transportation, if navigation channel meets the cofferdam main body entirety transportation by driving condition to bridge location, just adopt the scheme of cofferdam overall processing entirety transportation by driving, if navigation channel cannot meet in the condition of overall transportation by driving, can in factory's piecemeal processing, transport is to bridge location, being arranged around floating platform at bridge location, the structural member in assembled cofferdam on this floating platform, according to equipment crane capacity, assembly can integral assembling, it is also possible to merogenesis is assembled.
During cleaning foundation ditch, the artificial mode combining machinery can be utilized to carry out clear base, very big in excavation workload, when construction period is very tight, work platforms 3 can be carried out local flow improvement, construction machinery is hung in the internal prune job carrying out cleaning foundation ditch inner covering layer 4 and basement rock 5 of cofferdam main body 1. Improve work efficiency. It is noted that during local flow improvement work platforms 3 and choose work platforms 3 structural strength height, the position that stressing conditions is good carries out perforate, or splits out the corresponding partial structurtes of workbench 3 temporarily, it is simple to construction machinery enters.
Before building cushion cap, first colligation cushion cap reinforcing bar on concrete cushion, and mass concrete construction circulating water pipe and thermometric components and parts are installed, to ensure that cushion cap 9 carries out smoothly in order, construction effect is good.
Three wall steel cofferdams provided by the invention from solving single wall at all, Double-Wall Steel Boxed Cofferdam cannot the construction bearing platform embedment deeper bridge deepwater foundation construction difficult problem of basement rock. Further, these three wall steel cofferdams can form work surface earlier, carries out drilled pile construction in advance, more can guarantee that the bridge foundation construction duration. Meanwhile, concrete lift 8 and basement rock 11 three between cofferdam main body 1, inwall 6 and midfeather 5 form an entirety, and structure is firmer, more can meet the construction operating mode that water is deep, flow velocity is relatively larger.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all within the spirit and principles in the present invention, any amendment of making, equivalent replacement, improvement etc., should be included within protection scope of the present invention.
Claims (7)
1. a deep water foundation bearing platform construction is with three wall steel cofferdams, it is characterised in that: the inner support frame including cofferdam main body and cofferdam main body inside top and the work platforms being arranged on inner support frame; Described cofferdam main body includes outer wall, midfeather and inwall from outside to inside successively; Described outer wall is contour with midfeather, is provided with deep floor between the two; Described inwall, lower than described midfeather, is provided with therebetween concrete lift; Main body inside bottom position, described cofferdam is provided with cushion cap, is provided with some concreting stakes bottom this cushion cap.
2. a kind of deep water foundation bearing platform construction according to claim 1 is with three wall steel cofferdams, it is characterised in that: described inner support frame is truss structure.
3. a kind of deep water foundation bearing platform construction according to claim 1 is with three wall steel cofferdams, it is characterised in that: described outer wall, midfeather and inwall are welded and fixed integrated structure.
4. a kind of deep water foundation bearing platform construction according to claim 1 is with three wall steel cofferdams, it is characterised in that: the inside of subterrane is stretched in described concreting stake.
5. the construction method of three wall steel cofferdams of a kind of deep water foundation bearing platform construction described in claim 1, it is characterised in that comprise the steps:
1. by place by precalculated position for cofferdam main body and anchor, the top installation in position inner support frame inside the main body of cofferdam afterwards, work platforms is then arranged on inner support frame top;
2. on work platforms, groove milling equipment is arranged, with inwall for guiding, to the basement rock groove milling hole being between inwall and midfeather below the main body of cofferdam position; After slotted eye milling is complete, clear hole, and sediment at the bottom of hole wall mud and hole is cleaned out;
3. to step 2. in slotted eye carry out underwater concreting, make the concrete lift between cofferdam main body, inwall and midfeather and the basement rock triplicity below the main body of cofferdam as a whole;
4. arranging rig on work platforms, the basement rock in the main body of cofferdam is holed, with steel pile casting at present, steel pile casting inserts in basement rock through cover layer;
5. after having holed, drain the water of cofferdam body interior, cut off the steel pile casting that more than basement rock is unnecessary, and foundation ditch is cleared up;
6., after foundation ditch has been cleared up, foundation ditch is carried out smooth, and concrete cushion of constructing, build cushion cap.
6. a kind of deep water foundation bearing platform construction according to claim 5 construction method of three wall steel cofferdams, it is characterised in that: during cleaning foundation ditch, construction machinery is hung in the main body of cofferdam, the cover layer in foundation ditch and basement rock are cleared up.
7. a kind of deep water foundation bearing platform construction according to claim 5 construction method of three wall steel cofferdams, it is characterized in that: before building cushion cap, first colligation cushion cap reinforcing bar on concrete cushion, and mass concrete construction circulating water pipe and thermometric components and parts are installed.
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| CN201610031823.XA CN105649094B (en) | 2016-01-18 | 2016-01-18 | A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method |
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| CN201610031823.XA CN105649094B (en) | 2016-01-18 | 2016-01-18 | A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107869144A (en) * | 2017-11-17 | 2018-04-03 | 中铁二十二局集团第四工程有限公司 | A kind of pre- slotting ring seal Double-Wall Steel Boxed Cofferdam deep water foundation comprehensive construction method |
| CN109295990A (en) * | 2018-11-26 | 2019-02-01 | 中国铁建大桥工程局集团有限公司 | A kind of band opening blade foot has bottom steel boxed cofferdam |
| CN109371997A (en) * | 2018-12-04 | 2019-02-22 | 中铁六局集团有限公司 | A kind of double-wall cofferdam and pier construction method |
| CN110939148A (en) * | 2019-12-05 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Construction method of double-wall steel suspension box cofferdam serving as drilling platform |
| CN112281895A (en) * | 2020-11-24 | 2021-01-29 | 中交二航局第一工程有限公司 | Bearing platform structure for sandy gravel stratum and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010096389A (en) * | 2000-04-19 | 2001-11-07 | 정기영 | Construction Method of Direct Foundation for using Caisson |
| CN101182718A (en) * | 2007-12-05 | 2008-05-21 | 中铁大桥局股份有限公司 | Under water putting down construction method of large-sized double-walled steel suspension box-cofferdam |
| JP4206165B2 (en) * | 1999-03-18 | 2009-01-07 | 前田建設工業株式会社 | Temporary deadline construction method |
| CN101368389A (en) * | 2008-09-24 | 2009-02-18 | 中铁大桥局集团第五工程有限公司 | Single and double-wall combined steel cofferdam construction method and its single and double-wall combined steel cofferdam |
| CN205530305U (en) * | 2016-01-18 | 2016-08-31 | 中国铁建大桥工程局集团有限公司 | Cushion cap construction of large -scale bridge deep water basis is with three wall steel cofferdams |
-
2016
- 2016-01-18 CN CN201610031823.XA patent/CN105649094B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4206165B2 (en) * | 1999-03-18 | 2009-01-07 | 前田建設工業株式会社 | Temporary deadline construction method |
| KR20010096389A (en) * | 2000-04-19 | 2001-11-07 | 정기영 | Construction Method of Direct Foundation for using Caisson |
| CN101182718A (en) * | 2007-12-05 | 2008-05-21 | 中铁大桥局股份有限公司 | Under water putting down construction method of large-sized double-walled steel suspension box-cofferdam |
| CN101368389A (en) * | 2008-09-24 | 2009-02-18 | 中铁大桥局集团第五工程有限公司 | Single and double-wall combined steel cofferdam construction method and its single and double-wall combined steel cofferdam |
| CN205530305U (en) * | 2016-01-18 | 2016-08-31 | 中国铁建大桥工程局集团有限公司 | Cushion cap construction of large -scale bridge deep water basis is with three wall steel cofferdams |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107869144A (en) * | 2017-11-17 | 2018-04-03 | 中铁二十二局集团第四工程有限公司 | A kind of pre- slotting ring seal Double-Wall Steel Boxed Cofferdam deep water foundation comprehensive construction method |
| CN109295990A (en) * | 2018-11-26 | 2019-02-01 | 中国铁建大桥工程局集团有限公司 | A kind of band opening blade foot has bottom steel boxed cofferdam |
| CN109371997A (en) * | 2018-12-04 | 2019-02-22 | 中铁六局集团有限公司 | A kind of double-wall cofferdam and pier construction method |
| CN110939148A (en) * | 2019-12-05 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Construction method of double-wall steel suspension box cofferdam serving as drilling platform |
| CN112281895A (en) * | 2020-11-24 | 2021-01-29 | 中交二航局第一工程有限公司 | Bearing platform structure for sandy gravel stratum and construction method |
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| CN105649094B (en) | 2017-10-31 |
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