CN108221688A - Ultra-deep-water main pier bearing platform cofferdam construction method - Google Patents
Ultra-deep-water main pier bearing platform cofferdam construction method Download PDFInfo
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- CN108221688A CN108221688A CN201711479114.9A CN201711479114A CN108221688A CN 108221688 A CN108221688 A CN 108221688A CN 201711479114 A CN201711479114 A CN 201711479114A CN 108221688 A CN108221688 A CN 108221688A
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- fore shaft
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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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
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
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- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
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Abstract
The present invention discloses a kind of ultra-deep-water main pier bearing platform cofferdam construction method, it employs fore shaft steel-pipe pile and builds main pier bearing platform to carry out cofferdam construction, this cofferdam structure is more stable, fore shaft steel-pipe pile is processed before construction, it is combined as long as mutually splicing when installation and welding, it is simple to operate；With the fore shaft steel-pipe pile of O c-types, sealing form is simple, and convenient for secondary sealing, due to being to be process in the factory, construction precision is convenient for control；The installation of inner support system uses first to support draws water afterwards, and layering draws water, is layered the mode supported, further enhances the stress in cofferdam, and this mounting means, and more convenient operation is quick when the inner support in cofferdam being made to construct.Using more conduits back cover mode mobile simultaneously, this mode accelerates back cover speed, and conduit can be moved, and diffusion and mobility by concrete ponding make lower concrete evenly smooth, also accelerate the speed of back cover to a certain extent.
Description
Technical field
This application involves the technical field of construction in bridge pier cofferdam, are enclosed more particularly to a kind of ultra-deep-water main pier bearing platform of bridge
Weir construction method.
Background technology
For being located at, water level is deeper, and double-walled may be used in the bridge pier of the big cushion cap profile of fluctuation in stage amplitude greatly, construction
The forms such as steel cofferdam, steel sheet-pile cofferdam, but use equipment requirement of being rivals in a contest under Double-Wall Steel Boxed Cofferdam, installation is high, needs are scattered to spell, early period
Process long in time limit, construction correction difficulty high to machining accuracy, weldquality requirement；Steel using amount is larger simultaneously, removes difficult and tears open
Use value is low afterwards.And using steel sheet-pile cofferdam, stiffness by itself is small, it is high that support is required；It is not easy to foundation construction；Deep water is applied
Working hour malformation is big, easy leak, and to geologic requirements height, it is more difficult to punch intensive cambered surface, slabstone and boulder；Have to length
It is required that more than 18m performance difficulties are big, thus large-scale floating crane can not be used, head difference is larger in cofferdam, and the item that the duration is shorter
Mesh does not apply to.
Invention content
The purpose of the present invention is intended to provide a kind of ultra-deep-water main pier bearing platform cofferdam construction method, and bridge pier can be carried out in deep water
Construction, and cofferdam structure is stablized, and without heavy construction equipment, installation is quick and convenient, and back cover is also quick smooth.
To achieve these goals, the invention discloses a kind of ultra-deep-water main pier bearing platform cofferdam construction method, including：
Determine cofferdam structure：The size in cofferdam is determined according to main pier bearing platform basis, and determines fore shaft steel used by cofferdam
Quantity, the length of pile pile；
Process fore shaft steel-pipe pile：According to design structure, fore shaft steel-pipe pile is processed；
Cofferdam is installed：O-C type fore shaft steel-pipe piles are sequentially inserted into the position specified, is closely connected and carried out by fore shaft
Sealing composition cofferdam frame, the cofferdam scuncheon install inner support system successively；
It draws water in cofferdam：To drawing water in cofferdam, and riverbed is arranged；
Underwater back cover：Back cover is carried out to cofferdam bottom by the way of the movement of more conduits；
Remove cofferdam：To cofferdam return water, inner support system and fore shaft steel-pipe pile are removed successively.
Further, processing fore shaft steel-pipe pile includes：Fore shaft steel-pipe pile is divided into first stake, standard pile, corner pile and closes up stake,
It is processed according to quantity determined by design cofferdam structure.
Further, the method for processing fore shaft steel-pipe pile further includes, and first stake, standard pile, corner pile are processed into the lock of O-C types
Mouthful steel-pipe pile respectively welds an O-shaped fore shaft on two symmetrical sides of the first stake；Divide on wherein two symmetrical sides of the standard pile
It Han Jie not a 0 type fore shaft and a c-type fore shaft；An O-shaped fore shaft and a c-type fore shaft are respectively welded in the corner pile, but
Be angle between two fore shafts it is in 90 degree.
Further, the method for processing fore shaft steel-pipe pile is further included and is processed to closing up stake, described to close up stake and include the
One, which closes up stake and second, closes up stake, described second is closed up on two symmetrical sides of stake, an I-shaped fore shaft is respectively welded, described
First, which closes up on two symmetrical sides of stake wherein one end, is provided with c-type fore shaft, and the other end sets a 0 type fore shaft with gap, institute
Gap is stated more than I-shaped fore shaft wall thickness.
Further, the inserting piling sequence of the fore shaft steel-pipe pile is the first stake of first inserting piling, in the first stake both sides difference inserting piling
Standard pile, corner pile in the corner location inserting piling in cofferdam, both ends are respectively first to close up among stake and connect at the closed position in cofferdam
One second is closed up stake.
Further, it is further included before installation cofferdam：Main pier bearing platform is constructed since outmost turns pile foundation, last wheel of constructing
The inserting piling for carrying out the fore shaft steel-pipe pile is synchronized when secondary pile foundation.
Further, after the fore shaft steel-pipe pile sealing, sealing material is added in the fore shaft position of fore shaft steel-pipe pile.
Further, the inner support system includes waling, to stay tube, angle brace pipe and stiffener, and waling is mounted on cofferdam
Described stay tube to be mounted in the symmetric angle of cofferdam frame on frame inner ring, it is arbitrarily right that the angle brace pipe is mounted on cofferdam frame
Bian Shang.
Further, the inner support system is provided with multilayer, is installed in each layer and propped up successively by sequence from top to bottom
Support system dismantles inner support system successively by sequence from bottom to up.
Further, it needs to carry out underwater riverbed excavation before underwater back cover, riverbed is excavated directly to be stirred using high-power gravel pump
It mixes, extract.
Compared with prior art, the solution of the present invention has the following advantages：Fore shaft steel-pipe pile is employed to carry out cofferdam construction,
Structure is more stable, and fore shaft steel-pipe pile is processed before construction, exists as long as mutually splicing when installation and welding combination
Together, it is simple to operate；With the fore shaft steel-pipe pile of O-C types, microorganism can be utilized to enter fore shaft seam with silt in water environment
Gap forms sealing layer；And sealing form is simple, convenient for secondary sealing, due to being to be process in the factory, construction precision is convenient for
Control；The installation of inner support system uses first to support draws water afterwards, and layering draws water, is layered the mode supported, further enhances cofferdam
Stress, and this mounting means, more convenient operation is quick and easy when the inner support in cofferdam being made to construct.Using the same time shift of more conduits
Dynamic this mode of back cover mode, accelerates back cover speed, and conduit can be moved, by concrete ponding diffusion and
Mobility makes lower concrete evenly smooth, also accelerates the speed of back cover to a certain extent.
The additional aspect of the present invention and advantage will be set forth in part in the description, these will become from the following description
It obtains significantly or is recognized by the practice of the present invention.
Description of the drawings
Above-mentioned and/or additional aspect and advantage of the invention will become from the following description of the accompanying drawings of embodiments
Significantly and it is readily appreciated that, wherein：
Fig. 1 is ultra-deep-water main pier bearing platform cofferdam construction method overview flow chart of the present invention；
Fig. 2 is the main pier cofferdam structure schematic diagram of the present invention；
Fig. 3 encloses schematic diagram for fore shaft steel-pipe pile of the present invention；
Fig. 4 is the first stake of the present invention and standard pile connection diagram；
Fig. 5 is standard pile of the present invention and corner pile connection diagram；
Fig. 6 closes up a connection diagram for the present invention；
Fig. 7 is guide housing schematic diagram when the first stake of the present invention and the standard pile on wherein one side are installed.
Specific embodiment
The embodiment of the present invention is described below in detail, the example of the embodiment is shown in the drawings, wherein from beginning to end
Same or similar label represents same or similar element or the element with same or like function.Below with reference to attached
The embodiment of figure description is exemplary, and is only used for explaining the present invention, and is not construed as limiting the claims.
It please refers to Fig.1 and Fig. 2, the invention discloses a kind of ultra-deep-water main pier bearing platform cofferdam construction method, including：
Determine cofferdam structure：Cushion cap foundation according to main pier determines the size in cofferdam, and determines fore shaft used by cofferdam
Quantity, the length of steel-pipe pile 10；
This step is to build the primary preparation works in cofferdam, and the cushion cap foundation of main pier has determined among the construction of bridge
Good, position has also been fixed, and needs to measure cushion cap size again before cofferdam is installed, and determines the size in cofferdam, and foundation is enclosed
The size on weir, the model of fore shaft steel-pipe pile 10, diameter and length used by selection.
Process fore shaft steel-pipe pile 10：According to design structure, fore shaft steel-pipe pile 10 is processed into O-C type fore shafts steel-pipe pile 10；
In the present invention, fore shaft steel-pipe pile 10 of the selected fore shaft steel-pipe pile 10 for O-C types, O-C type fore shaft steel-pipe piles
10 include the hollow supervisor 11 of cylinder and the O-shaped fore shaft and/or c-type fore shaft that are welded on the outer wall of supervisor 11 respectively, use
The fore shaft steel-pipe pile 10 of O-C types can utilize in water environment microorganism enter fore shaft gap with silt and form sealing layer；And sealing
Form is simple, and convenient for secondary sealing, due to being to be process in the factory, construction precision is convenient for control.It, can in order to facilitate understanding
Using O-shaped fore shaft as the positive fore shaft 12 of fore shaft steel-pipe pile 10, using c-type fore shaft as cloudy fore shaft 13, otherwise can also, only call
It is different.Further, weld seam is using a face full weld, the form of another side intermittent weld between the supervisor 11 and fore shaft, such as
The form of 30cm weldering 10cm long weld seams is spaced, effective weld seam of the intermittent weld is more than the wall thickness of steel-pipe pile and fore shaft, welds in this way
It connects to reduce welding deformation.
Above fore shaft steel-pipe pile 10 is to be process in the factory, and fore shaft has been determined according to first above-mentioned step
The model of steel-pipe pile 10 and the size of supervisor 11, you can welding processing is carried out to positive fore shaft 12 and cloudy fore shaft 13, it is to be processed complete
Into, you can it is transported to construction site and carries out inserting piling installation.
Cofferdam is installed：The fore shaft steel-pipe pile 10 of O-C types is sequentially inserted into the position specified, is closely connected simultaneously by fore shaft
Sealing composition cofferdam frame is carried out, the cofferdam scuncheon installs inner support system 20 successively；
This part, the inner support system 20 being previously mentioned are also the cofferdam design before passing through, and obtain specific inner support system
The structure and corresponding length of system 20, and after factory process is good, is transported to construction site and carries out welded and installed.It should be noted that
, inner support system 20 installation need all fore shaft steel-pipe piles 10 are installed and fixed after, held to strengthen it
Loading capability and stability, in cofferdam, a kind of fixed system of the inside installation of frame, general inner support system 20 are provided with multilayer,
When installation, typically gradually it is layered from the upper end of cofferdam frame, installs step by step down.
It draws water in cofferdam：To drawing water in cofferdam, and riverbed is arranged；
During drawing water to cofferdam, the installation of also interspersed pair of interior support system 20, is from upper based on inner support system 20
It is installed successively under, i.e., topmost one layer of inner support system 20 is first installed, after installing, is drawn water to cofferdam inside,
It draws water and is evacuated to next layer and needs after installing under the position of inner support system 20, then next layer of inner support system 20 is installed, pacify
After dress, it is further continued for drawing water to next layer, and next layer again of inner support system 20 is installed, until drawing water to river bed.Work as pumping
It after water to river bed, needs to arrange riverbed, in order to underwater back cover.Riverbed, which arranges, to be included carrying out suction mud to cofferdam substrate,
High-power gravel pump is usually used directly to stir, extract, inhale the riverbed absolute altitude control after mud in -1.0m and hereinafter, inhales mud mistake
Repeatedly riverbed absolute altitude should be measured repeatedly in journey, suction was controlled as possible, prevent to owe suction.
Underwater back cover：Back cover is carried out to cofferdam bottom by the way of the movement of more conduits；
Cofferdam back cover is using concrete, the thickness of bottom concrete and the absolute altitude of top surface and substrate height, bottom concrete
Total amount should be all defined according to the geological condition of Retaining wall.Underwater back cover actually includes back cover twice, first time back cover
It is the underwater mixed mud back cover that first time is carried out after the inner support system 20 of top layer installs, treats all inner supports
System 20 installs, and water is evacuated to when cheating bottom, then by concrete to second of back cover of substrate.Bottom concrete uses
Block placement is gradually promoted since cushion cap one end to the other end, that is, is extended to line by point, then be extended to face by line.It is mixed
When solidifying soil pours, control the quality of the pipe joint of casting concrete and ensure the continuous cast of concrete, concreting
Bottom surface should be substantially smooth afterwards.
When underwater back cover for the first time, the mode of more conduit movements is employed, i.e., is inserted in cofferdam to cofferdam bottom
Enter while be inserted into more conduits, the funnel for inculcating concrete in the upper end of conduit is installed, is constantly inculcated downwards by funnel
Concrete carries out back cover, while conduit can be hung up by chain block and tower crane, in order to move at any time, implantation is mixed
The conduit for coagulating soil is moved to the other end, then negative direction movement until for cofferdam bottom from the one end in cofferdam according to the route being pre-designed
Portion's first time back cover is completed.This mode using the operation simultaneously of more conduits, accelerates back cover speed, and conduit can be moved
It is dynamic, by the mobility of concrete, make lower concrete evenly, also accelerate the speed of back cover to a certain extent.
Remove cofferdam：To cofferdam return water, cofferdam is removed successively.
When cushion cap construction is finished after the completion of either sundry item based on cushion cap is built, return water is carried out successively, in dismounting
Support, pulls out the fore shaft steel-pipe pile 10 in cofferdam, construction terminates.It should be noted that it is not disposable complete when return water
Water, is first back under undermost inner support system 20 by return water and stage by stage, after inner support system 20 is removed,
Water is back to the lower section of last layer inner support system 20 again, after removing this layer of inner support system 20, then carries out return water, according to this side
Method, until the dismounting of inner support system 20 of most last layer is finished, water is consistent again inside and outside cofferdam at this time, then is pulled out successively
Fore shaft steel-pipe pile 10 retains fore shaft steel-pipe pile 10 and inner support system 20 so that next time is used.
Referring to Fig. 3, it is further, in the present invention in one embodiment, fore shaft steel used by cofferdam is installed
Pile pile 10 includes first stake 10A, standard pile 10B, corner pile 10C and closes up a 10D.First stake 10A is used for the initial position in cofferdam, standard
Stake 10B is a kind of most fore shaft steel-pipe pile 10 of usage quantity connect with first stake 10A or so, and corner pile 10C is in cushion cap turning
A kind of fore shaft steel-pipe pile 10 for using when being commutated of place, close up a 10D then for by first stake 10A successively towards two
A kind of fore shaft steel-pipe pile 10 when the fore shaft steel-pipe pile 10 of direction extension installation finally merges together.The fore shaft steel of these types
The quantity of pile pile 10 is designed and is calculated according to the cofferdam of the above-mentioned first step, and according to result of calculation, in the factory successively
It processes.
Please refer to that Fig. 4-Fig. 5 is further, the method for processing fore shaft steel-pipe pile 10 further includes, by first stake 10A, standard pile
10B, corner pile 10C are processed into the fore shaft steel-pipe pile 10 of O-C types, and an O-shaped lock is respectively welded on the two symmetrical sides of the first stake 10A
Mouthful；A 0 type fore shaft and a c-type fore shaft are respectively welded on the wherein two symmetrical sides of the standard pile 10B；The corner pile 10C
On be respectively welded an O-shaped fore shaft and a c-type fore shaft, but the angle between two fore shafts is in 90 degree.
Further, referring to Fig. 6, the method for processing fore shaft steel-pipe pile 10 is further included and is processed to closing up a 10D, institute
It states to close up a 10D and close up a 101D and second including first and closes up a 102D, the two symmetrical sides for closing up a 102D by described second
On an I-shaped fore shaft is respectively welded, described first, which closes up wherein one end on the two symmetrical sides of a 101D, is provided with c-type fore shaft,
The other end sets a 0 type fore shaft with gap, and the gap is more than I-shaped fore shaft wall thickness.
The inserting piling sequence of the fore shaft steel-pipe pile 10 is the first stake 10A of first inserting piling, the first stake 10A both sides difference inserting piling subscript
Quasi- stake 10B, corner pile 10C in the corner location inserting piling in cofferdam, both ends are respectively first to close up a 101D at the closed position in cofferdam
A 102D is closed up in centre connection one second.
But main pier bearing platform is needed to construct since outmost turns pile foundation before cofferdam is installed, last round pile foundation of constructing
When synchronize the inserting piling for carrying out the fore shaft steel-pipe pile.It is specifically：Referring to Fig. 7, casing and dragon in cushion cap outmost turns
Steel 30 is processed between door track foundation pile, work steel uses double-layer structure, to increase stress, supporting rack is installed again on work steel 30
50, support frame as described above 50 is multilayered structure, is superimposed up and down respectively, forms the guiding being oriented to for the installation of fore shaft steel-pipe pile
Frame.Gantry rail foundation pile is existing when platform is set, and construction procedure is before cofferdam, casing and dragon in outmost turns
Work steel 30 is welded between door track foundation pile and supporting rack 50 is set on work steel 30, convenient for constructor's walking and conveniently
The installation settings of guide housing.
The direction that supporting rack 50 extends is typically also the direction of 10 inserting piling of fore shaft steel-pipe pile.Because fore shaft steel-pipe pile 10 is inserted
When beating, in order to preferably control the inserting piling direction of fore shaft steel-pipe pile 10, need to weld a guiding on supporting rack 50
Frame, to ensure the degree control of 10 inserting piling of fore shaft steel-pipe pile ranging from ± 0.5%.
Guide housing further includes leading truck 31 in addition to supporting rack 50, and leading truck 31 is mounted on the pre-installation position of fore shaft steel-pipe pile 10
The left and right sides put, leading truck 31 enclose the frame-type structure of an one end open with supporting rack 50, when first fore shaft of installation
When steel-pipe pile 10, guide housing at least three faces clamping fore shaft steel-pipe pile 10, fore shaft steel-pipe pile 10 under the guiding of guide housing, then
Inserting piling is carried out using crawler crane cooperation vibration hammer.The degree control of first 10 inserting piling of fore shaft steel-pipe pile ranging from ± 0.5%.
When first fore shaft steel-pipe pile 10 by inserting piling in place after, other fore shaft steel-pipe piles 10 are along 50 extending direction of supporting rack,
It carries out inserting piling successively side by side with first fore shaft steel-pipe pile 10 to be welded and fixed, due to previous fore shaft steel-pipe pile 10 during inserting piling
It is easily subjected to displacement, therefore preferably adds in the fore shaft steel-pipe pile 10 of each inserting piling in place with welding one piece of triangle on supporting rack 50
Strength plate 40, to be fixed.
When needing to install second fore shaft steel-pipe pile 10, by leading for the wherein side of first fore shaft steel-pipe pile 10
Distance and the fixation of a fore shaft steel-pipe pile 10 are moved to frame 31, and is smeared on the cloudy fore shaft 13 of first fore shaft steel-pipe pile 10
Butter ensures the leakproofness between the fore shaft steel-pipe pile 10 in cofferdam, makes dense extrusion between positive fore shaft 12 and cloudy fore shaft 13, it is ensured that
Sealing.A fore shaft steel-pipe pile 10 is laid in the guiding underthrust of leading truck 31, repeats the above steps and installs all locks successively
Mouth steel-pipe pile 10.To ensure that fore shaft steel-pipe pile 10 smoothly closes up, ensure that each 10 body of fore shaft steel-pipe pile keeps hanging down during inserting piling
Directly, strengthen measuring work in construction, find to tilt, adjust in time, make every group of fore shaft steel-pipe pile 10 along cofferdam peripheral direction
And its gradient of vertical direction is no more than 5 ‰.
In the inserting piling for carrying out fore shaft steel-pipe pile 10, when the verticality of fore shaft steel-pipe pile 10 is preferable, once stake can be got to
It is required that depth, when verticality is poor, carry out injection, i.e., all fore shaft steel-pipe piles 10 first be squeezed into about half depth in two times
After degree, then the depth of requirement is got to for the second time.Never vibrated during piling it is excessive, in order to avoid cause pile top twist or fore shaft deformation, lead
Cause pile pulling difficulty or fore shaft leak.
It is further, above-mentioned that sticky butter is smeared on cloudy fore shaft 13 is for sealing, when all fore shafts on cofferdam
10 inserting piling of steel-pipe pile finishes, and when needing to close up, proportioning can also be used on the fore shaft steel-pipe pile 10 at mouth is closed up as 3:1
Artificial filling admaic earth sawdust is added to be filled sealing, while in the fore shaft of each two adjacent fore shaft steel-pipe piles 10
Can fill the filler of sealing, filler, which is not limited to manually to clog admaic earth, adds sawdust, can also be quilts or
Timber wedge.
It further, can also be adjacent two if above water-stopping method is also not sufficient to ensure that water-stagnating effect
The magnetic water proof rubber bar (not shown) of outside patch of the fore shaft of a fore shaft steel-pipe pile 10 is blocked, and magnetic water proof rubber bar is uses
Strip shape body made of flexible material, strip shape body is interior to be embedded with magnetic substance along rubber strip direction, and rubber strip includes intermediate lug boss
Position and the flap of both sides.Magnetic water proof rubber bar water-stagnating effect is preferable, and the flap realization pair of boss and its both sides can leak
The sealing in hole, and because being made with flexible material, will not influence to cause fore shaft steel-pipe pile with extraneous factors such as stormy waves
10 deformation and leak, have it is good resist extraneous adverse circumstances ability, it can be used repeatedly, facilitates construction.
Further referring to Fig. 2, in the present invention, the inner support system 20 includes waling 22, to stay tube 23, angle brace pipe
24 and stiffener 21, waling 22 is mounted on the frame inner ring of cofferdam, is generally required to be connect with lock steel-pipe pile 10 with concrete and be consolidated
It is fixed.Described stay tube 22 to be mounted on the symmetrical side of cofferdam frame, the angle brace pipe 23 is mounted on cofferdam angular position, stiffener
21 are mounted on the position that is connect with waling 22 to stay tube 23, angle brace pipe 24 to be supported and stress reinforcement.Further, when interior
When support system 20 has multilayer, it is also necessary to weld upper and lower two layers of inner support system by supporting steel pipe (not shown)
It is fixed, so that the inner support system of levels becomes an entirety, strengthen stress.
Further, in order to illustrate, if installing three layers of inner support system in cofferdam, a kind of optional inner support system
System specification be：The inner support system of most last layer inner support and middle layer is waling 22, Φ 820 using 3HN700 × 300H shaped steel
× 10mm steel pipes are done does angle brace pipe 24 to stay tube 23, Φ 1000 × 12mm helix tubes；Third layer inner support system uses 2HN700
× 300H shaped steel does waling 22, Φ 820 × 10mm spiral welded pipes do and do angle brace pipe to stay tube 23, Φ 1000 × 12mm spiral welded pipes
24.It is integral with the connection of 426 × 6mm of Φ spiral welded pipes between stiffener 21 and upper and lower layer supporting steel pipe.
In conclusion cofferdam design mainly considers following 11 kinds of operating modes when calculating：
Operating mode one：First of inner support system 20 of top layer is positioned at, inside and outside water level is consistent, is not considered；
Operating mode two：Carry out first time underwater concrete back cover；
Operating mode three：It draws water in cofferdam to second layer inner support；
Operating mode four：Second layer inner support system 20 that installation is complete, while will draw water in cofferdam to basecoat inner support system
System 20；
Operating mode five：Third road inner support system 20 is installed；
Operating mode six：It is drawn water in cofferdam to hole bottom；Carry out second of concrete sealing bottom；
Operating mode seven：Remove third road inner support system 20；
Operating mode eight：In cofferdam at return water to second inner support system 20；
Operating mode nine：Remove second inner support system 20；
Operating mode ten：Return water is to first layer inner support system below 20 in cofferdam；
Operating mode 11：Remove first of inner support system 20.
Beneficial effects of the present invention are：
1) fore shaft steel-pipe pile is employed to carry out cofferdam construction, and structure is more stable, and fore shaft steel-pipe pile is in the advance of construction
Row processing, as long as the simultaneously welding assembly that is mutually stitched together when installation is together, simple to operate；
2) using opening locked steel tube pilecofferdam structure, during installation, light lifting equipment can be used and installed simultaneously in pile foundation construction
Steel pipe pile cofferdam makes process velocity faster, is more convenient；
3) maximum head difference up to 20m, is suitable for using in ultra-deep-water inside and outside cofferdam in the construction process；
4) opening locked steel tube pilecofferdam overall stiffness is big, and MAT'L recycling rate is high, and plane figure is adaptable, can be preferably
Adapt to soft overburden；
5) can enter fore shaft gap with silt using microorganism using the fore shaft steel-pipe pile of O-C types, in water environment to be formed
Sealing layer；And sealing form is simple, convenient for secondary sealing, due to being to be process in the factory, construction precision is convenient for control；
6) installation guide housing is synchronized during inserting piling fore shaft steel-pipe pile, ensure that the verticality during installation of fore shaft steel-pipe pile；
7) inner support installation uses first to support draws water afterwards, and layering draws water, is layered the mode supported, further enhances cofferdam
Stress, and this mounting means, more convenient operation is quick and easy when the inner support in cofferdam being made to construct；
8) inner support system is made of various structures, and each structure interconnection forms a whole, and enabling capabilities are strong；
9) using more conduits this mode of back cover mode mobile simultaneously, back cover speed is accelerated, and conduit can be moved
Dynamic, diffusion and mobility by concrete ponding make lower concrete evenly smooth, also accelerate to a certain extent
The speed of back cover.
The above is only some embodiments of the present invention, it is noted that for the ordinary skill people of the art
For member, various improvements and modifications may be made without departing from the principle of the present invention, these improvements and modifications also should
It is considered as protection scope of the present invention.
Claims (10)
1. a kind of ultra-deep-water main pier bearing platform cofferdam construction method, which is characterized in that including：
Determine cofferdam structure：The size in cofferdam is determined according to main pier bearing platform basis, and determines fore shaft steel-pipe pile used by cofferdam
Quantity, length；
Process fore shaft steel-pipe pile：According to design structure, fore shaft steel-pipe pile is processed into O-C type fore shaft steel-pipe piles；
Cofferdam is installed：Fore shaft steel-pipe pile is sequentially inserted into the position specified, closely connected by fore shaft and carries out sealing composition
Cofferdam frame, the cofferdam scuncheon install inner support system successively；
It draws water in cofferdam：To drawing water in cofferdam, and riverbed is arranged；
Underwater back cover：Back cover is carried out to cofferdam bottom using the synchronization-moving mode of more conduits；
Remove cofferdam：To cofferdam return water, inner support system and fore shaft steel-pipe pile are removed successively.
2. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 1, which is characterized in that processing fore shaft steel-pipe pile
Including：Fore shaft steel-pipe pile is divided into first stake, standard pile, corner pile and closes up stake, according to design cofferdam structure determined by quantity into
Row processing.
3. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 2, which is characterized in that processing fore shaft steel-pipe pile
Method further include, first stake, standard pile, corner pile be processed into the fore shaft steel-pipe pile of O-C types, it is each on two symmetrical sides of the first stake
From one O-shaped fore shaft of welding；A 0 type fore shaft and a c-type fore shaft are respectively welded on wherein two symmetrical sides of the standard pile；
An O-shaped fore shaft and a c-type fore shaft are respectively welded in the corner pile, but the angle between two fore shafts is in 90 degree.
4. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 2, which is characterized in that processing fore shaft steel-pipe pile
Method further include and be processed to closing up stake, it is described close up stake and close up stake and second including first close up stake, by described second
Close up on two symmetrical sides of stake and an I-shaped fore shaft is respectively welded, described first, which closes up wherein one end on two symmetrical sides of stake, sets
C-type fore shaft is equipped with, the other end sets a 0 type fore shaft with gap, and the gap is more than I-shaped fore shaft wall thickness.
5. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 3, which is characterized in that the fore shaft steel-pipe pile
Inserting piling sequence be the first first stake of inserting piling, standard pile in the first stake both sides difference inserting piling, corner pile in the corner location inserting piling in cofferdam,
Both ends are respectively first to close up stake at the closed position in cofferdam, and stake is closed up in centre connection one second.
6. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 2, which is characterized in that
Installation further includes before cofferdam：Main pier bearing platform is constructed since outmost turns pile foundation, when last round pile foundation of constructing
The synchronous inserting piling for carrying out the fore shaft steel-pipe pile.
7. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 1, which is characterized in that the fore shaft steel-pipe pile
After sealing, sealing material is added in the fore shaft position of fore shaft steel-pipe pile.
8. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 1, which is characterized in that the inner support system
Including waling, to stay tube, angle brace pipe and stiffener, waling is mounted on the frame inner ring of cofferdam, described to be mounted on cofferdam to stay tube
In the symmetric angle of frame, the angle brace pipe is mounted on the arbitrary opposite side of cofferdam frame.
9. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 8, which is characterized in that the inner support system
Multilayer is provided with, each layer inner support system is installed by sequence from top to bottom successively, is torn open successively by sequence from bottom to up
Unload inner support system.
10. ultra-deep-water main pier bearing platform cofferdam construction method according to claim 1, which is characterized in that needed before underwater back cover
Underwater riverbed excavation is carried out, riverbed, which is excavated, directly to be stirred, extracted using high-power gravel pump.
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| CN111764417A (en) * | 2020-06-23 | 2020-10-13 | 中铁隧道集团三处有限公司 | Construction method for dismantling riverbank cofferdam structure |
| CN112709243A (en) * | 2020-12-28 | 2021-04-27 | 中铁广州工程局集团有限公司 | Construction method of lock catch steel pipe pile cofferdam bearing platform |
| CN113186958A (en) * | 2021-03-31 | 2021-07-30 | 中交路桥华南工程有限公司 | Locking steel pipe pile cofferdam |
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| CN114277819A (en) * | 2021-12-25 | 2022-04-05 | 中铁广州工程局集团有限公司 | Construction method of super-long CO male-female lock catch steel pipe pile cofferdam |
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| CN117026835A (en) * | 2023-10-08 | 2023-11-10 | 中国土木工程集团有限公司 | Continuous beam pier underwater pouring support template for simple and easy quick construction |
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| CN117026835A (en) * | 2023-10-08 | 2023-11-10 | 中国土木工程集团有限公司 | Continuous beam pier underwater pouring support template for simple and easy quick construction |
| CN117026835B (en) * | 2023-10-08 | 2023-12-08 | 中国土木工程集团有限公司 | Continuous beam pier underwater pouring support template for simple and easy quick construction |
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