CN1053273A - Bridge pier bearing platform construction method and apparatus in the water - Google Patents
Bridge pier bearing platform construction method and apparatus in the water Download PDFInfo
- Publication number
- CN1053273A CN1053273A CN 90100800 CN90100800A CN1053273A CN 1053273 A CN1053273 A CN 1053273A CN 90100800 CN90100800 CN 90100800 CN 90100800 A CN90100800 A CN 90100800A CN 1053273 A CN1053273 A CN 1053273A
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- cofferdam
- water
- stake
- bearing platform
- bridge pier
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Abstract
Bridge pier bearing platform construction method is the job practices of pier shaft in the part water that links to each other of the underwater support table of bridge pier or underwater support table and cushion cap in the water, in big envelope cofferdam, foundation pile top and be provided with the stake emit, prefabricated pier cap prefabricated component being assembled in stake emits again, greatly reduce construction cost, reduce construction period, easy construction, the cushion cap pier shaft that is mainly used in bridge in construction.Employed equipment is the telescopic suspension cofferdam of closing up.
Description
Bridge pier bearing platform construction method is the underwater support table of bridge pier or the job practices that underwater support table reaches pier shaft in the part water that links to each other with cushion cap in the water, adopts the prefabricated on-the-spot job practices of building of installing, connect.Its equipment is the employed cofferdam of this method.
Bridge pier bearing platform construction method adopts the cofferdam that pier location is surrounded under water more in the existing water, and water in the cofferdam is extracted out, carries out dry work cushion cap and part pier shaft in the cofferdam.The changde, hunan Wushui River bridge that in 1987 Hunan highway association writes (striding footpath prestressed concrete box type continuous beam for 120 meters) construction technology is summed up a book, bridge pier bearing platform construction method and used cofferdam in the existing water of the 2nd～7,47～91,156～160 page of record, its method are with impaling in the lump reaching five steel casing foundation piles around the pier location more than the double-walled steel cofferdam is from the bottom to the water surface; Mud at the bottom of the cofferdam is discharged, and jar is annotated a large amount of back cover concretes at the bottom of the cofferdam; Water in the cofferdam is extracted out, rack template at the scene, on-the-spot dry work is built cushion cap and is positioned at the following pier shaft of water level; To arrive cushion cap, pier shaft all after the health, remove the cofferdam.It is long that the cofferdam time is set, and cofferdam turnover life cycle is long.The coxopodite in cofferdam can not be removed, and remains under water, and causes waste.The back cover in cofferdam will spend a large amount of concretes, and the site operation amount is big, long construction period, and construction costs height, work progress are vulnerable to the influence of natural environment.Especially for the construction of deep-water pier cushion cap, just difficult more, engineering quantity is bigger, and the cycle is longer, and cost is higher.Used cofferdam is the tubular that bilayer accompanies gusset, the more piece assembly unit.Coxopodite lower end, cofferdam is positioned at down water-bed, uses concrete plug.The cofferdam will under the bottom to more than the water surface, simultaneously corral simultaneously all around several stakes and the bridge pier, cofferdam structure is huge, make difficult, the cost height, on-site hoisting, splicing, dismantlement work amount are big.
The object of the present invention is to provide bridge pier bearing platform construction method and employed structure cofferdam equipment little, easy to use thereof in a kind of easy construction, the cycle is short, expense the is low water.
Bridge pier bearing platform construction method in the water of the present invention is still the cofferdam is set, and extracts the water in the cofferdam out, dry work in the cofferdam.And characteristics of the present invention are: hang the sleeve cofferdam at foundation pile top big envelope, envelope more than the foundation pile top is enclosed, the just existing cofferdam of the scope that enclose in suspension type sleeve cofferdam sub-fraction is convenient to sealing, is convenient to construction; After water extraction in the cofferdam, on the foundation pile top stake is set and emits, form the y junction y that emits that takes up pier cap, available concrete or steel bar concrete are built stake and are emitted, and also the stake of weldable steel body is emitted, and also can settle preformed to emit; After removing the cofferdam, the pier cap prefabricated component assembly unit stake that will have Lian Zhukong is emitted; In stake top and Lian Zhukong, connect and fill, foundation pile and pier cap prefabricated component are even built up one.The present invention only in the cofferdam construction stake emit, the pier cap prefabricated component is prefabricated on the coast, the site operation amount is few.Construction is simultaneously emitted in prefabricated component and foundation pile, stake, and lifting is spliced, connected and build then, can significantly reduce construction period.Suspension type sleeve cofferdam is that dismountable turnover is used setting up after stake is emitted, and a large amount of back cover concretes needn't be built in the cofferdam, and operating expenses reduces.
Suspension type sleeve cofferdam is enclosed within above position, each foundation pile top respectively.The bottom, cofferdam is enclosed within around the foundation pile, and is tightly connected with foundation pile.The cofferdam is suspended in the water and the water surface, rather than seat is put and is fixed on the bottom.Fixedly connected with foundation pile in the bottom, cofferdam, and with slit soft material plug for seal between bottom, cofferdam and the foundation pile.Also can between bottom, cofferdam and foundation pile, accompany sealing collar.Can extend upward pillar on the stake top, pillar is connected with the top in cofferdam, fixedly the cofferdam.The bottom, cofferdam can with foundation pile optional position big envelope, form the dry work condition at any degree of depth place.The top in suspension type sleeve cofferdam still is higher than the water surface, the above corral in foundation pile top, and only enclose single foundation pile, and the scope of enclosing is little, and cofferdam structure is less, cofferdam wall intensity can require lower, wall thickness reduces, and cofferdam weight alleviates greatly, is convenient to construction and installation, dismounting, and easily connect sealing, reduce construction costs.Only the low amounts of water in the suspension type sleeve cofferdam is discharged, needn't discharge mud and build the back cover concrete, can emit in foundation pile jacking row dry work stake, engineering quantity further reduces, and reduces engineering cost.For the foundation pile of concrete or steel bar concrete, connect the stake of building concrete or steel bar concrete on the stake top and emit.For the steel bar concrete foundation pile of steel casing, can weld steel around the steel casing of stake top and emit along the shape stake and emit.Also can emit prefabricated piling bar and will be located at the stake top.To emit can be the boss shape that raises up in stake, also can be towards periphery projection along shape.
Stake emit set up or health after, water-filling in suspension type sleeve cofferdam preferably, and with its dismounting.The stake that the prefabricated component seat of cushion cap in the water and part bridge pier is placed on the stake top is emitted, and the company of prefabricated component builds corresponding stake top, hole, and Lian Zhukong is positioned on the stake top.When being prefabricated many of merogenesis as prefabricated component, the stake that prefabricated component assembly unit seat should be placed on the stake top is emitted.As design just cushion cap be positioned at below the water surface, then only seat is put band and is connected and build the prefabricated cushion cap in hole.Bridge pier as design also has the part pier shaft to be positioned at the water surface when following, and then seat is put the prefabricated component of this part pier shaft and cushion cap.This part pier shaft and cushion cap can be prefabricated into one, but also merogenesis is prefabricated, and the assembly unit seat is placed on stake and emits then, but will have Lian Zhukong.Can be provided with sealing collar between each assembly unit face, and available soft material is filled in stifled.The seat bottom of pier cap prefabricated component is put and is pressed in stake and emits, prefabricated component bottom and stake can lay sealing mat, sealing collar etc. between emitting.When big leak was arranged between them, soft materials such as available cotton blanket were filled in stifled.Water in the Lian Zhukong can be extracted out, carry out dry work, fill,, foundation pile and prefabricated component be connected build one prefabricated component and foundation pile serial connection on stake top and Lian Zhukong on stake top and Lian Zhukong.The on-the-spot filling construction amount of Lian Zhukong only accounts for few part of pier cap in the whole water, and is not to construct in the cofferdam, and it is more convenient to construct.Can the water in the Lian Zhukong not extracted out yet, directly in Lian Zhukong, fill in concrete.After concrete pressure in the hole was greater than external water pressure power, cleaning connected ponding and the laitance of building concrete upper surface in the hole, vibrates then, until having filled.So further minimizing construction volume reduces the engineering time, is convenient to construction, the reduction expense.
Equipment of the present invention-suspension type sleeve cofferdam, still the leg by tubular constitutes.Its design feature is: the bottom, cofferdam is the big envelope interface of closing in shape, forms the sleeve of closing in shape.The bottom, cofferdam is and foundation pile big envelope connector, needn't seat in the bottom, single foundation pile is only enclosed in the cofferdam, cofferdam structure reduces greatly, the hydraulic pressure resistance ability improves, and can be made into individual layer, wall thickness is thinner, cofferdam weight is lighter.Interface is generally circle.Interface can have the support of joint ring or backstop hydrosphere etc., forms sealing.With the supporting that is connected of foundation pile, can open screw in interface wall, screw is housed, connect supporting with screw, also can have the tighten ring of a circle.Also can be connected supporting by the tight socket of interface and foundation pile.For the ease of suspension type sleeve cofferdam demolition, suspension type sleeve cofferdam is generally assembled by polylith.Can adopt big envelope interface two parts flange of column casing and closing in shape to connect to form.Preferably adopt the semicircle sleeve of two butt joints to form.Joint can be managed orchid, connects with screw.Also can overlappingly connect with screw.Also available cranse two relative binds of semicircle sleeve together.Joint generally has sealing mat.Be connected to foundation pile for the ease of hanging sleeve, the lower end of bottom, cofferdam big envelope interface can be toroidal.And the upper end in cofferdam is preferably with link, pushes up upwardly extending pillar with stake and is connected.Bottom in the cofferdam can be communicated with gutter, can discharge the ponding from seepage between cofferdam interface and the foundation pile.The suspension type sleeve cofferdam that has gutter, the sealing of interface can require low, can reduce the cofferdam and make requirement, reduce the workload of stopping up the slit.
Compared with the prior art bridge pier bearing platform construction method and apparatus has following advantage in the water of the present invention:
1. can carry out dry work at the arbitrary height place, be more suitable for the pier cap construction of deepwater high pile.The site operation amount significantly reduces in the water, easy construction.Simultaneously, construction period shortens greatly, and has reduced construction costs widely.
2. employed suspension type sleeve cofferdam structure is little, easily makes, and expense is low, and can have enough to meet the need use repeatedly, is convenient to transportation, installation and removal.
3. the subaqueous work activity duration shortens, and has reduced the possibility that is subjected to effect of natural conditions, and it is more safe and reliable to construct, and can form the continuous productive process of construction.
In the accompanying drawing, Fig. 1 has represented the schematic diagram that fuses with a kind of prefabricated cushion cap of bridge pier bearing platform construction method construction in the water of the present invention and foundation pile, pier stud, and Fig. 2 is its vertical view.Fig. 3 has represented that a kind of suspension type sleeve cofferdam hangs the structural representation that is trapped among foundation pile, and Fig. 4 is its vertical view.
Below in conjunction with the example of accompanying drawing, further specify bridge pier bearing platform construction method and employed cofferdam structure in the water of the present invention.In this example, employed suspension type sleeve cofferdam is that steel leg 4 butt joint by two semicircle tubulars forms.Joint has flange, adopts flange 5 to connect.Press from both sides between the flange
The lower end of wall 4 is the interface 7 of right angle closing in shape, and interface is circular.Interface wall has screw, is fitted with to hold out against screw 6.The interface wall inboard is connected with all back-up rings 8, is used to stop fixedly sealing cotton blanket.Formed the big envelope interface 7 of bottom, cofferdam like this at the interface of right angle closing in shape.The interface lower end is a circular horn shape 10.Leg bottom more than closing up has outfall 9, and is communicated with gutter 3, forms the discharge structure of bottom, cofferdam.Also be connected with the supporting operation frame of downward extension at bottom, cofferdam outer wall, the top is connected with the cross crossbearer 1 of intersection on the cofferdam simultaneously, is provided with working platform 2 on the cofferdam around the top.The job practices of this example is undertaken by following.With aforesaid suspension type sleeve cofferdam hanging sleeve at steel casing steel bar concrete foundation pile 11, the big envelope interface of bottom is enclosed within steel casing steel bar concrete foundation pile 11 tops, and screw 8 is screwed into, and holds out against at steel casing 12, suspension type sleeve cofferdam is connected the location, be suspended on above position, foundation pile top.For greater safety, the cross 1 that pushes up on the cofferdam is fixing with upwardly extending steel casing 12 welding.With cotton blanket from horn mouth 10 to top plug, and stopped fixingly by back-up ring 8, the slit shutoff between interface 7 and the steel casing, make suspension type sleeve cofferdam big envelope on foundation pile 11 tops.Water in the suspension type sleeve cofferdam is extracted out by gutter.On foundation pile 11 top, the steel casing of pad is cut out four windows, around the reinforcing bar of foundation pile is guided to, and emit 13 at foundation pile top application worker placing reinforced concrete pile.Projection is towards periphery emitted in stake, is along the shape stake and emits.Fixing with concrete on stake is emitted simultaneously by putting a circle sealing collar.After 13 healths are emitted in stake, then set up stake and emit.Upwardly extending steel casing and foundation pile coupling part are cut, unclamp the screw 6 of cofferdam two halves abutted flange screw and big envelope interface, divide partly the steel casing 12 of suspension type sleeve cofferdam and incision to be removed and hang away.Before this, the prefabricated cushion cap 16 on bank ground, cushion cap have two corresponding with two foundation piles 11 respectively companies and build hole 17, Lian Zhukong be big down little trapezoidal.This cushion cap is that cushion cap and pier stud straining beam (also can regard the entity pier shaft part of mixing bridge pier as) are lumped together, promptly plays the effect of cushion cap, doublely again plays the resistant to bending straining beam of bridge pier and anti-floating is moved the effect of thing collision protection platform.Prefabricated cushion cap 16 is hung in place, seat emits 13 in stake, connects to build 17 pairs in hole and be positioned at foundation pile and stake roof fall 15.Sealing collar is clipped at the bottom of the prefabricated cushion cap and stake emit between 14, shutoff between the two.As also having bigger seepage, available cotton blanket fill at the bottom of the prefabricated cushion cap with emit between 14, carry out leak stopping.The company of extraction out builds water in the hole 17.In Lian Zhukong, lay reinforcing steel bar cage, and connect, in Lian Zhukong, pour into concrete, fill, in Lian Zhukong, fill full steel bar concrete 20 with the reinforcing bar nation that stretches out on stake top.Just foundation pile 11 and prefabricated cushion cap are even built up one after the health, finish the construction of pier cap in the water.Cushion cap upper end is higher than the water surface, can connect the make progress pier stud 21 of construction reinforced bar concrete of the position of building the hole at cushion cap subsequently.
Claims (8)
1, bridge pier bearing platform construction method in the water is characterized in that:
A. in big envelope suspension type sleeve pipe cofferdam, foundation pile top
B. discharge cofferdam Nei Shui, on the foundation pile top stake is set and emits
C. after removing the cofferdam, the pier cap prefabricated component that will have Lian Zhukong is assembled in stake and emits
D. in stake top and Lian Zhukong, connect and fill.
2, according to bridge pier bearing platform construction method in the said water of claim 1, it is characterized in that: building towards periphery in the foundation pile top casting, the reinforced concrete pile of projection emits.
3, according to bridge pier bearing platform construction method in the said water of claim 1, it is characterized in that: fixedlys connected with the pillar that expenditure is gone up on the stake top in top, cofferdam.
4, according to bridge pier bearing platform construction method in claim 1 or the 2 or 3 said water, it is characterized in that: stake emit and the pier cap prefabricated component below between accompany sealing collar, water in the Lian Zhukong of pier cap prefabricated component is extracted out, in stake top and Lian Zhukong, connected again and fill.
5, the used suspension type sleeve of bridge pier bearing platform construction method cofferdam in the water is made of the leg of tubular, and it is characterized in that: the bottom, cofferdam is the big envelope interface of closing in shape.
6, according to the said suspension type sleeve of claim 5 cofferdam, it is characterized in that: the leg of tubular is made up of the semicircle sleeve of two butt joints.
7, according to the said suspension type sleeve of claim 5 cofferdam, it is characterized in that: the lower end of big envelope interface is a toroidal.
8, according to claim 5 or 6 or 7 said suspension type sleeve cofferdam, it is characterized in that the bottom, cofferdam is communicated with gutter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 90100800 CN1017360B (en) | 1990-02-16 | 1990-02-16 | Working method for submerged pier foundation and its equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 90100800 CN1017360B (en) | 1990-02-16 | 1990-02-16 | Working method for submerged pier foundation and its equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1053273A true CN1053273A (en) | 1991-07-24 |
| CN1017360B CN1017360B (en) | 1992-07-08 |
Family
ID=4876805
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 90100800 Expired CN1017360B (en) | 1990-02-16 | 1990-02-16 | Working method for submerged pier foundation and its equipment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1017360B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102220742A (en) * | 2011-04-20 | 2011-10-19 | 重庆交通建设(集团)有限责任公司 | Construction method of deformable template of variable cross-section high pier |
| CN102767189A (en) * | 2012-07-31 | 2012-11-07 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN103374923A (en) * | 2013-07-25 | 2013-10-30 | 天津二十冶建设有限公司 | Method for prefabricating and mounting underwater pier |
| CN101871217B (en) * | 2009-04-23 | 2013-12-18 | 润弘精密工程事业股份有限公司 | Pre-cast pile cap structure and its joining method |
| CN104775446A (en) * | 2014-01-15 | 2015-07-15 | 广东强光海洋工程有限公司 | Cylindrical pier for fixing water structure and mounting and constructing method of cylindrical pier |
| CN107476201A (en) * | 2017-09-26 | 2017-12-15 | 孟凡星 | Bridge pier installs equipment in a kind of water |
| CN108104142A (en) * | 2017-12-01 | 2018-06-01 | 苏州园林设计院有限公司 | A kind of construction method in water middle sleeve cofferdam |
| CN110067203A (en) * | 2019-04-19 | 2019-07-30 | 中交二航局第二工程有限公司 | A kind of pier shaft bent cap hanging bracket applied to the area rough swell Lang Didun |
-
1990
- 1990-02-16 CN CN 90100800 patent/CN1017360B/en not_active Expired
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101871217B (en) * | 2009-04-23 | 2013-12-18 | 润弘精密工程事业股份有限公司 | Pre-cast pile cap structure and its joining method |
| CN102220742A (en) * | 2011-04-20 | 2011-10-19 | 重庆交通建设(集团)有限责任公司 | Construction method of deformable template of variable cross-section high pier |
| CN102220742B (en) * | 2011-04-20 | 2012-04-18 | 重庆交通建设(集团)有限责任公司 | Variable formwork construction method for variable cross-section high pier |
| CN102767189A (en) * | 2012-07-31 | 2012-11-07 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN102767189B (en) * | 2012-07-31 | 2014-06-25 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN103374923A (en) * | 2013-07-25 | 2013-10-30 | 天津二十冶建设有限公司 | Method for prefabricating and mounting underwater pier |
| CN104775446A (en) * | 2014-01-15 | 2015-07-15 | 广东强光海洋工程有限公司 | Cylindrical pier for fixing water structure and mounting and constructing method of cylindrical pier |
| CN104775446B (en) * | 2014-01-15 | 2021-06-15 | 广东海上城建控股发展有限公司 | Cylinder pier for fixing water structure and its installation and construction method |
| CN107476201A (en) * | 2017-09-26 | 2017-12-15 | 孟凡星 | Bridge pier installs equipment in a kind of water |
| CN107476201B (en) * | 2017-09-26 | 2019-03-01 | 万智彬 | Bridge pier installs equipment in a kind of water |
| CN108104142A (en) * | 2017-12-01 | 2018-06-01 | 苏州园林设计院有限公司 | A kind of construction method in water middle sleeve cofferdam |
| CN110067203A (en) * | 2019-04-19 | 2019-07-30 | 中交二航局第二工程有限公司 | A kind of pier shaft bent cap hanging bracket applied to the area rough swell Lang Didun |
| CN110067203B (en) * | 2019-04-19 | 2021-01-26 | 中交二航局第二工程有限公司 | Pier body bent cap hanging bracket applied to strong-surge low-pier area |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1017360B (en) | 1992-07-08 |
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