CN105544581A - Construction method of dumbbell type bearing platform - Google Patents
Construction method of dumbbell type bearing platform Download PDFInfo
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- CN105544581A CN105544581A CN201510915628.9A CN201510915628A CN105544581A CN 105544581 A CN105544581 A CN 105544581A CN 201510915628 A CN201510915628 A CN 201510915628A CN 105544581 A CN105544581 A CN 105544581A
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- cushion cap
- district
- binder
- concrete
- truss
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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Abstract
The invention discloses a construction method of a dumbbell type bearing platform. The construction method comprises the following steps: bottom sealing concrete is cast in a cofferdam to totally fix a keel with a tie beam truss, and a protection cylinder is removed after the bottom sealing concrete reaches the strength; a water stop structure is erected at the upper end of the middle part of the tie beam truss; and then, concrete is poured in the cofferdam by adopting modes of plane blocking and up-down layering in sequence. The construction method adopts the modes of plane blocking and up-down layering to pour the concrete in the cofferdam in sequence so as to reduce the construction difficulty of the dumbbell type bearing platform; the tie beam concrete load is suffered by the tie beam truss; the cost consumption of pouring the bottom sealing concrete in the area and the construction period are saved; and auxiliary piles are not needed to additionally arrange in the tie beam area, so that the construction cost and the later dismounting difficulty are reduced.
Description
Technical field
The present invention relates to Bored Pile of Bridge construction, be specifically related to a kind of construction method of dumbbell shape cushion cap.
Background technology
Bridge bearing platform is the reinforced concrete platform for connecting each stake top arranged at the top of bridge pile foundation, and the load transmitted by pier shaft is born and transmits in the effect of bridge bearing platform.The conventional method of bridge bearing platform construction is: after location is transferred in cofferdam, carries out bottom concrete construction under water, draws water after the intensity of bottom concrete reaches requirement to inside, cofferdam, finally construction bearing platform basis under water-less environment.
For the cushion cap of dumbbell shape, because the span of its middle binder part is comparatively large, usually set up auxiliary pile in conventional method and construct, the method advantage is:
1, can reduce the span at binder position, auxiliary pile, for transmitting upper load, prevents bottom concrete because of the excessive generation strength failure of span;
2, the connection area of bottom concrete and drilled pile is increased, thus the cohesion correspondingly increased between the two, the buoyancy (reaching maximum during high water mark) that opposing tidal level causes because of head difference inside and outside cofferdam when raising, or because of dead load effect (reaching maximum during low tide) that head difference inside and outside cofferdam causes when water level reduces.
But it is higher to set up interim auxiliary pile cost, and binder part need pour into a mould bottom concrete, consequent additional vertical load has an impact to the stressed meeting of main body, in addition after foundation construction completes, also there is the problem of removing difficulty in interim drilled pile, therefore needs the construction method of seeking a kind of more advanced dumbbell shape cushion cap.
Summary of the invention
Technical problem to be solved by this invention is the problem that the construction method cost of the cushion cap of traditional dumbbells type is higher, produce additional load and interim drilled pile dismounting difficulty.
In order to solve the problems of the technologies described above, the technical solution adopted in the present invention is to provide a kind of construction method of dumbbell shape cushion cap, comprises the following steps:
The keel of dumbbell shape are set up the soffit formwork of binder truss as cushion cap concrete pouring construction, and around binder truss construction cofferdam;
Cofferdam, keel and binder truss integral are transferred to cap design of pile position and carries out Horizontal limiting;
In cofferdam, build bottom concrete makes keel and binder truss integral fix, and reaches after intensity remove casing until bottom concrete;
At the upper end, middle part of binder truss erection water-retaining structure, then adopt plane piecemeal successively, the mode of upper lower leaf carries out successively drawing water in cofferdam, fluid concrete.
In such scheme,
In horizontal plane, cofferdam is divided into first district's cushion cap of the circle being positioned at region, the left and right sides and is positioned at second square district's cushion cap of zone line by water-retaining structure, and in vertical plane, the top of first district's cushion cap and second district's cushion cap is the 3rd district's cushion cap;
The concrete steps of described plane piecemeal, upper lower leaf are as follows:
In cofferdam during concreting, first build first district's cushion cap, and during cast first district's cushion cap, second district's cushion cap does not draw water, and keep head balance inside and outside second district's cushion cap;
After the concrete in first district's cushion cap reaches requirement of strength, then carry out second district's cushion cap and draw water, and in second district's cushion cap fluid concrete;
After the concrete in second district's cushion cap reaches requirement of strength, fluid concrete in the 3rd district's cushion cap.
In such scheme, described water-retaining structure adopts single wall separation to realize water retaining function, and in horizontal plane, described cofferdam is divided into the border circular areas being positioned at the left and right sides and the square region being positioned at centre by described single wall separation.
In such scheme, described binder truss and described keel are welded as overall structure.
In such scheme, binder suspension rod is vertically coated with in described first district's cushion cap, one end of described binder suspension rod is connected on described binder truss, the other end is anchored on the end face of described first district's cushion cap, when described second district's cushion cap bears low water stage, load is passed to described first district's cushion cap by described binder suspension rod by Gravitative Loads by described second district's cushion cap.
In such scheme, the lower end of described binder suspension rod is welded into entirety through after described binder truss with described keel, and described bottom concrete wraps up the lower end of described binder truss.
The present invention, adopt mode fluid concrete successively in cofferdam of plane piecemeal, upper lower leaf, reduce dumbbell shape bearing platform construction difficulty, binder concrete load is born by binder truss, save this region bottom concrete and pour into a mould the cost and construction period that expend, decrease the additional vertical load that foundation structure produces because of bottom concrete, and binder truss is without the need to removing, and does not affect agent structure stressed; Without the need to setting up auxiliary pile in binder region, avoiding the impact of auxiliary pile on agent structure rigidity, reducing the difficulty of construction cost and later stage dismounting work.
Accompanying drawing explanation
Fig. 1 is the overall structure schematic diagram of the cushion cap in the present invention;
Fig. 2 is the structural representation of binder truss and single wall separation in the present invention;
Fig. 3 is the construction schematic diagram of step one of the present invention to step 3;
Fig. 4 is cast Region dividing schematic diagram of the present invention.
Detailed description of the invention
Below in conjunction with Figure of description, the present invention is described in detail.
The construction method of a kind of dumbbell shape cushion cap provided by the invention, comprises the following steps:
Then binder truss 4 and keel 3 are welded as overall structure, and around binder truss 4 construction cofferdam 1, see Fig. 1, Fig. 2 by step one: set up the soffit formwork of binder truss 4 as cushion cap concrete pouring construction on the keel 3 of dumbbell shape;
Step 2: cofferdam 1, keel 3 and binder truss 4 entirety are transferred to cap design of pile position and carries out Horizontal limiting, see Fig. 1, Fig. 3;
Step 3: be vertically coated with binder suspension rod 6 in first district's cushion cap 8, the lower end of binder suspension rod 6 through after binder truss 4 and keel 3 be welded into entirety, upper end is anchored on the end face of first district's cushion cap 8, when second district's cushion cap 9 bears low water stage, binder truss 4 simultaneously alternative bottom concrete 7 bears concrete gravity, second district's cushion cap 9 gravity load is passed to first district's cushion cap 8 by binder suspension rod 6, when reducing with guaranteed water level, binder part upper load does not destroy the structure in cofferdam 1, sees Fig. 1, Fig. 2, Fig. 3;
Step 4: build bottom concrete 7 in cofferdam 1 keel 3 and binder truss 4 entirety are fixed, and bottom concrete 7 wraps up the lower end of binder truss 4, reaches after intensity and removes casing, born by cofferdam 1 weight conversion to drilled pile 2 until bottom concrete 7;
Step 5: adopt the water-retaining structure of single wall separation 5 to realize water retaining function in the erection of the upper end, middle part of binder truss 4, in horizontal plane, cofferdam 1 is divided into the first single circular district's cushion cap 8 being positioned at region, the left and right sides and the second square district's cushion cap 9 being positioned at middle binder region by water-retaining structure, in vertical plane, the top of first district's cushion cap 8 and second district's cushion cap 9 is the 3rd district's cushion cap 10, sees Fig. 1, Fig. 4;
Step 6: draw water in two Dan Yuan; Now single wall separation 5 cuts off binder region and leads to the current in single circle region, and on binder side plate, intercommunicating pore is still in open mode, remains in binder and balances with the outer head in cofferdam 1, makes binder part not because water level rising to produce buoyancy; Build the concrete in first district's cushion cap 8, after the concrete in first district's cushion cap 8 reaches requirement of strength, and when water level is lower, prestretching binder suspension rod 6 also makes it be anchored on first district's cushion cap 8, close intercommunicating pore on binder side plate, second district's cushion cap 9 is drawn water, removes single wall separation 5, and in second district's cushion cap 9 fluid concrete; Second district's cushion cap 9 weight is born by binder truss 4, is passed on first district's cushion cap 8 through prestretching binder suspension rod 6, is finally passed to drilled pile 2 and bears.Namely binder suspension rod 6 is binder truss 4 load transfer device, sees Fig. 1, Fig. 2 and Fig. 4.Wherein Fig. 4 is the scalariform sectional view on different layers rank.
Step 7: after the concrete in second district's cushion cap 9 reaches requirement of strength, fluid concrete in the 3rd district's cushion cap 10.
That is, the present invention be drawn water by cofferdam piecemeal back cover, subregion, subregion builds and changes binder cushion cap concrete gravity to building cushion cap and bear, and obtains good construction method.
The present invention has the following advantages:
1, adopt plane piecemeal, the mode of upper lower leaf builds bottom concrete and cushion cap concrete successively, binder part adopts binder truss to replace without the need to building bottom concrete, has not only saved bottom concrete and has watered fluence but also save the construction period.
2, binder truss is adopted to bear cushion cap concrete gravity effect when water level reduces, single wall separation is adopted to keep balancing with head outside cofferdam in binder not producing buoyancy, structure is without the need to removing, do not have an impact to agent structure is stressed, avoid binder part to construct interim auxiliary pile, reduce temporory structure and remove difficulty, construction is simple, decreases construction cost.
3, binder truss is without the need to removing, and the later stage bears upper load effect as an agent structure part jointly with dumbbell shape cushion cap, reduces later stage dismounting workload and risk.
The present invention is not limited to above-mentioned preferred forms, and anyone should learn the structure change made under enlightenment of the present invention, and every have identical or close technical scheme with the present invention, all falls within protection scope of the present invention.
Claims (6)
1. a construction method for dumbbell shape cushion cap, is characterized in that, comprises the following steps:
The keel of dumbbell shape are set up the soffit formwork of binder truss as cushion cap concrete pouring construction, and around binder truss construction cofferdam;
Cofferdam, keel and binder truss integral are transferred to cap design of pile position and carries out Horizontal limiting;
In cofferdam, build bottom concrete makes keel and binder truss integral fix, and reaches after intensity remove casing until bottom concrete;
At the upper end, middle part of binder truss erection water-retaining structure, then adopt plane piecemeal successively, the mode of upper lower leaf carries out successively drawing water in cofferdam, fluid concrete.
2. the construction method of a kind of dumbbell shape cushion cap as claimed in claim 1, is characterized in that,
In horizontal plane, cofferdam is divided into first district's cushion cap of the circle being positioned at region, the left and right sides and is positioned at second square district's cushion cap of zone line by water-retaining structure, and in vertical plane, the top of first district's cushion cap and second district's cushion cap is the 3rd district's cushion cap;
The concrete steps of described plane piecemeal, upper lower leaf are as follows:
In cofferdam during concreting, first build first district's cushion cap, and during cast first district's cushion cap, second district's cushion cap does not draw water, and keep head balance inside and outside second district's cushion cap;
After the concrete in first district's cushion cap reaches requirement of strength, then carry out second district's cushion cap and draw water, and in second district's cushion cap fluid concrete;
After the concrete in second district's cushion cap reaches requirement of strength, fluid concrete in the 3rd district's cushion cap.
3. the construction method of a kind of dumbbell shape cushion cap as claimed in claim 1, it is characterized in that, described water-retaining structure adopts single wall separation to realize water retaining function, and in horizontal plane, described cofferdam is divided into the border circular areas being positioned at the left and right sides and the square region being positioned at centre by described single wall separation.
4. the construction method of a kind of dumbbell shape cushion cap as claimed in claim 1, is characterized in that, described binder truss and described keel are welded as overall structure.
5. the construction method of a kind of dumbbell shape cushion cap as claimed in claim 2, it is characterized in that, binder suspension rod is vertically coated with in described first district's cushion cap, one end of described binder suspension rod is connected on described binder truss, the other end is anchored on the end face of described first district's cushion cap, when described second district's cushion cap bears low water stage, load is passed to described first district's cushion cap by described binder suspension rod by Gravitative Loads by described second district's cushion cap.
6. the construction method of a kind of dumbbell shape cushion cap as claimed in claim 5, is characterized in that, the lower end of described binder suspension rod is welded into entirety through after described binder truss with described keel, and described bottom concrete wraps up the lower end of described binder truss.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510915628.9A CN105544581B (en) | 2015-12-10 | 2015-12-10 | A kind of construction method of dumbbell shape cushion cap |
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| CN201510915628.9A CN105544581B (en) | 2015-12-10 | 2015-12-10 | A kind of construction method of dumbbell shape cushion cap |
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| CN105544581A true CN105544581A (en) | 2016-05-04 |
| CN105544581B CN105544581B (en) | 2017-11-17 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108425374A (en) * | 2018-05-30 | 2018-08-21 | 中交公局厦门工程有限公司 | Complicated sea situation lower band binder dumbbell shape cushion cap steel suspended box cofferdam monolithic construction method |
| CN109137960A (en) * | 2018-09-04 | 2019-01-04 | 中铁大桥局集团有限公司 | A kind of construction method of the dumbbell shape cushion cap suitable for land |
| CN109778887A (en) * | 2019-01-03 | 2019-05-21 | 中交二航局第四工程有限公司 | A kind of novel steel lifted trunk structure and its assembly method based on offshore steel taper pile basis |
| CN111042144A (en) * | 2019-12-27 | 2020-04-21 | 中冶天工集团有限公司 | Excavation method for foundation pit of underground beam under condition of continuous flow of riverway in cold region |
| CN114575365A (en) * | 2022-04-18 | 2022-06-03 | 广西航务建设工程有限公司 | Novel cofferdam structure for construction of tie beam in water and construction method thereof |
| CN115492141A (en) * | 2022-10-21 | 2022-12-20 | 中铁二院工程集团有限责任公司 | Steel suspension box cofferdam structure and bottom plate and construction method thereof |
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| GB2409873A (en) * | 2003-12-10 | 2005-07-13 | Graham Robinson | A pile top plate with horizontal and vertical adjustment |
| CN203034468U (en) * | 2012-12-27 | 2013-07-03 | 中铁港航局集团有限公司 | Novel cofferdam for deep water foundation construction |
| CN203160113U (en) * | 2013-01-30 | 2013-08-28 | 中铁二院工程集团有限责任公司 | Dumbbell type bearing platform |
| CN204000905U (en) * | 2014-06-16 | 2014-12-10 | 中交武汉港湾工程设计研究院有限公司 | A kind of Double-Wall Steel Boxed Cofferdam with binder deep water bearing platform construction |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| GB2409873A (en) * | 2003-12-10 | 2005-07-13 | Graham Robinson | A pile top plate with horizontal and vertical adjustment |
| CN203034468U (en) * | 2012-12-27 | 2013-07-03 | 中铁港航局集团有限公司 | Novel cofferdam for deep water foundation construction |
| CN203160113U (en) * | 2013-01-30 | 2013-08-28 | 中铁二院工程集团有限责任公司 | Dumbbell type bearing platform |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108425374A (en) * | 2018-05-30 | 2018-08-21 | 中交公局厦门工程有限公司 | Complicated sea situation lower band binder dumbbell shape cushion cap steel suspended box cofferdam monolithic construction method |
| CN108425374B (en) * | 2018-05-30 | 2024-02-13 | 中交一公局厦门工程有限公司 | Integral construction method of steel suspension box cofferdam with tie beam dumbbell-shaped bearing platform under complex sea condition |
| CN109137960A (en) * | 2018-09-04 | 2019-01-04 | 中铁大桥局集团有限公司 | A kind of construction method of the dumbbell shape cushion cap suitable for land |
| CN109778887A (en) * | 2019-01-03 | 2019-05-21 | 中交二航局第四工程有限公司 | A kind of novel steel lifted trunk structure and its assembly method based on offshore steel taper pile basis |
| CN111042144A (en) * | 2019-12-27 | 2020-04-21 | 中冶天工集团有限公司 | Excavation method for foundation pit of underground beam under condition of continuous flow of riverway in cold region |
| CN114575365A (en) * | 2022-04-18 | 2022-06-03 | 广西航务建设工程有限公司 | Novel cofferdam structure for construction of tie beam in water and construction method thereof |
| CN115492141A (en) * | 2022-10-21 | 2022-12-20 | 中铁二院工程集团有限责任公司 | Steel suspension box cofferdam structure and bottom plate and construction method thereof |
| CN115492141B (en) * | 2022-10-21 | 2024-01-30 | 中铁二院工程集团有限责任公司 | Steel suspended box cofferdam structure, bottom plate thereof and construction method |
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| CN105544581B (en) | 2017-11-17 |
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