CN102493468B - Design method for construction cofferdam of bridge deepwater soft soil foundation - Google Patents
Design method for construction cofferdam of bridge deepwater soft soil foundation Download PDFInfo
- Publication number
- CN102493468B CN102493468B CN201110413163.9A CN201110413163A CN102493468B CN 102493468 B CN102493468 B CN 102493468B CN 201110413163 A CN201110413163 A CN 201110413163A CN 102493468 B CN102493468 B CN 102493468B
- Authority
- CN
- China
- Prior art keywords
- steel
- cofferdam
- pile
- panel
- foundation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Foundations (AREA)
- Revetment (AREA)
Abstract
The invention relates to a composite foundation construction process for a reverse construction method low pile cap of bridge deepwater soft soil foundation, which is characterized by comprising a first step to an eighth step of scrabbling at the periphery of a preserved hole on top layer pile foundation of a pile cap to expose a connector of a reinforced steel bar, installing a top reinforced steel bar net of the preserved hole of the pile foundation, pouring concrete in the preserved hole of the pile foundation, and finishing pile sealing construction. Through a prepressing process on a soil body at the bottom of the pile cap, namely the pile cap after being constructed is not connected with the pile foundation, the pile cap can settle to some degree under the action of self weight and an upper structure to finish prepressing on the soil body under the pile cap, thereby enabling bearing capacity of the soil body at the bottom of the pile cap to fully act. Follow-up load is jointly born by a pile and the soil body at the bottom of the pile cap, thereby effectively reducing the number of piles and the length of each pile and reducing cost of foundation engineering.
Description
Technical field
The present invention relates to a kind of method for designing of construction cofferdam of bridge deepwater soft soil foundation.
Background technology
Bridge deepwater soft foundation contrary sequence method low pile cap composite foundation is a kind of bridge foundation type.First construction bearing platform, bridge pier, superstructure in such foundation construction, reserved pile foundation construction preformed hole when bearing platform construction at preformed hole interpolation piling base, connects into entirety by pile foundation and cushion cap before girder closure.Reverse construction can pass through the precompressed process of soil under cap body, gives full play to the supporting capacity of soil under cap body, allows follow-up load by stake and soil under cap body shared, can effectively reduce a number, stake is long, reduces the expense of Foundation Design.
Due to first construction bearing platform of contrary sequence method composite foundation, and need in the time of bearing platform construction, reserve the preformed hole of pile foundation construction, in construction, first to solve the technical barrier of construction bearing platform on deep water soft foundation, also will solve in addition the technical barrier of the pile foundation preformed hole of accurately constructing in water, and existing construction technology cannot meet above requirement.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of method for designing of construction cofferdam of bridge deepwater soft soil foundation, to overcome the defect existing in prior art.
Technical scheme of the present invention is: a kind of method for designing of construction cofferdam of bridge deepwater soft soil foundation, is characterized in that: comprise the space truss type inner support, steel cofferdam wallboard and the vertical supporting that are weldingly connected; Described inner support is for supporting steel cofferdam wallboard, and as the positioner of pile foundation preformed hole position inserted to play steel bushing; Described steel cofferdam wallboard is made up of inside and outside double face slab, the vertical rib of panel, shifting board, horizontal ring flat-plate and ring flat-plate diagonal brace; Described vertical supporting is the syndeton of the upper and lower two-tier truss of inner support, for truss is connected into entirety, is more conducive to stressed.
Described panel is steel plate, and wall thickness is 6-10mm; The vertical rib of described panel is angle steel or channel-section steel, is welded in panel inner side, for improving the strength and stiffness of panel; Described shifting board is welded between double face slab, and perpendicular to panel plane, for strengthening the connecting portion of wallboard and inner support; Space between described panel and shifting board is separation; When construction bearing platform, water filling in separation, reduces the inside and outside head difference of panel, thereby it is poor to reduce the external and internal pressure of cofferdam panel; Described horizontal ring flat-plate is made up of the truss of angle steel of the irregular doughnut-shaped steel plate welding mutually and doughnut-shaped steel plate inside, and horizontal ring flat-plate is according to head pressure size vertical layered layout between panel, and is welded as entirety with panel; Described ring flat-plate diagonal brace is made up of channel-section steel or angle steel, is welded into entirety with panel, arranges with layer with horizontal ring flat-plate, is used for strengthening horizontal loops panel stiffness.
Described inner support is two-layer space truss structure, and upper and lower two-tier truss is used for respectively top mouth and the end mouth of location steel sleeve.
Technique effect of the present invention is:
1, conventional along the practice multi-column pier foundation pile foundation of first constructing, recycling steel cofferdam construction bearing platform, steel cofferdam only possesses function of construction bearing platform.The invention solves the technical barrier of deep water soft foundation low pile cap contrary sequence method composite foundation first construction bearing platform, rear construction pile foundation in water, steel cofferdam not only can construction bearing platform, has also increased the inserted to play positioning function of pile foundation preformed hole steel bushing.
2, the double-deck inner support in cofferdam, both as cofferdam load-carrying construction, as the positioner of inserted to play steel bushing, when solution steel bushing is located difficult problem, has been saved construction cost again.
Accompanying drawing explanation
Below in conjunction with embodiment accompanying drawing, the present invention will be further described:
Fig. 1 is steel cofferdam layout plan;
Fig. 2 is steel cofferdam facade arrangement diagram;
Fig. 3 is steel cofferdam wallboard plane drawing;
Fig. 4 is the on-the-spot anchorage of steel cofferdam location elevation;
Fig. 5 is the on-the-spot anchorage plane of orientation of steel cofferdam figure;
Fig. 6 is steel cofferdam guiding inserted to play steel bushing schematic diagram.
Reference numeral is as follows:
1. steel bushing, 2. inner support, the 3. vertical rib of steel cofferdam wallboard, 301. panels, 302. panels, 303. shifting boards, 304. separations, 305. horizontal ring flat-plates, 306. ring flat-plate diagonal braces, 4. vertical supporting, 5. cushion cap, 6. bottom concrete, 7. steel cofferdam, 8. station keeping ship, 9. anchor hawser, 10. anchor, 11. crane barges.
The specific embodiment
Install in a kind of new type of deep-water cofferdam 7 that the present invention be directed to the 5 composite foundation constructions of bridge deepwater soft foundation contrary sequence method low pile cap, solves such foundation construction difficult problem.
The present invention adopts double-walled construction, to adapt to deepwater environment, and this construction cofferdam of bridge deepwater soft soil foundation, it comprises the space truss type inner support 2, steel cofferdam wallboard 3 and the vertical supporting 4 that are weldingly connected; Described inner support 2 is for supporting steel cofferdam wallboard 3, and as the positioner of pile foundation preformed hole position inserted to play steel bushing 1; Described steel cofferdam wallboard 3 is made up of inside and outside double face slab 301, the vertical rib 302 of panel, shifting board 303, horizontal ring flat-plate 305 and ring flat-plate diagonal brace 306; Described vertical supporting 4 is the syndeton of the upper and lower two-tier truss of inner support, for truss is connected into entirety, is more conducive to stressed.
Embodiment 1 is referring to Fig. 1 to Fig. 3: this construction cofferdam of bridge deepwater soft soil foundation, comprises the space truss type inner support 2, steel cofferdam wallboard 3 and the vertical supporting 4 that are weldingly connected;
Described inner support 2 is for supporting steel cofferdam wallboard 3, and as the positioner of pile foundation preformed hole position inserted to play steel bushing 1;
Described steel cofferdam wallboard 3 is made up of inside and outside double face slab 301, the vertical rib 302 of panel, shifting board 303, horizontal ring flat-plate 305 and ring flat-plate diagonal brace 306.
Described vertical supporting 4 is the syndeton of the upper and lower two-tier truss of inner support, for truss is connected into entirety, is more conducive to stressed.
Described panel 301 is steel plate, and wall thickness is 6mm;
Embodiment 2: on the basis of above-described embodiment, construction cofferdam of bridge deepwater soft soil foundation involved in the present invention also can be done following concrete restriction:
Described panel 301 is steel plate, and wall thickness is 10mm, and optimal selection is 8mm;
The vertical rib 302 of described panel is angle steel or channel-section steel, is welded in panel 301 inner sides, for improving the strength and stiffness of panel 301;
Described shifting board 303 is welded between double face slab 301, and perpendicular to panel 301 planes, for strengthening the connecting portion of wallboard and inner support 2;
Space between described panel 301 and shifting board 303 is separation 304; When construction bearing platform 5, in the interior water filling of separation 304, reduce the inside and outside head difference of panel 301, thereby it is poor to reduce the external and internal pressure of cofferdam panel 301;
Described horizontal ring flat-plate 305 is made up of the truss of angle steel of the irregular doughnut-shaped steel plate welding mutually and doughnut-shaped steel plate inside, and horizontal ring flat-plate 305 is according to head pressure size vertical layered layout between panel 301, and is welded as entirety with panel 301;
Ring flat-plate diagonal brace 306 is made up of channel-section steel or angle steel, is welded into entirety with panel 301, arranges with layer with horizontal ring flat-plate 305, is used for horizontal ring flat-plate 305 rigidity of reinforcement.
In the present embodiment, inner support 2 can be two-layer space truss structure, and upper and lower two-tier truss is used for respectively top mouth and the end mouth of location steel sleeve 1.
The concrete operations mode of the present embodiment is:
Deep water soft foundation contrary sequence method low pile cap 5 adopts Double-Wall Steel Boxed Cofferdam 7 to construct.Steel cofferdam 7 processing can adopt two schemes: 1, first joint is in factory's entirety processing, and other sections piecemeals are in factory process, and on-site consolidation becomes entirety; 2, entirety, in workshop processing, is transported to scene.
7 times water transportation by drivings of steel cofferdam are near cushion cap to be onstructed 5 positions, as Fig. 4 and Fig. 5, the anchorage system that utilizes station keeping ship 8, anchor hawser 9 and anchor 10 to form is accurately positioned to after cushion cap 5 design attitudes, adopt airlift suction dredger by inner steel cofferdam 7 soil body sucking-off, simultaneously interior slowly to cofferdam separation 304, evenly add water, make steel cofferdam 7 sink down into design attitude.
The space truss type inner support 2 of steel cofferdam 7 can be connected to entirety in factory and steel cofferdam wallboard 3, and steel cofferdam 7 again sinks after also can welding with steel cofferdam wallboard 3 at the scene.
Referring to Fig. 6, after steel cofferdam 7 sinks to putting in place, utilize cofferdam space truss type inner support 2 for guiding, utilize crane barge 11 to suspend vibration dip pile monkey inserted to play pile foundation preformed hole steel bushing 1 in midair, then substrate cleaning leveling is carried out in steel cofferdam 7 inside, build bottom concrete 6 take truss-like inner support 2 as platform, after concrete reaches seven days age strengths, steel cofferdam 7 internal water are extracted out, utilize steel cofferdam wallboard 3 as side form concreting cushion cap 5.
It should be noted that parts that the present embodiment does not describe in detail and structure belong to well-known components and the common structure of the industry, some operating process belongs to the conventional or well-known operations process of the industry, here not narration one by one.
Claims (1)
1. the construction method of a construction cofferdam of bridge deepwater soft soil foundation, it is characterized in that: deep water soft foundation contrary sequence method low pile cap adopts double-wall steel cofferdam construction, steel cofferdam processing can adopt two schemes: 1, first joint is in factory's entirety processing, other sections piecemeals are in factory process, and on-site consolidation becomes entirety; 2, entirety, in workshop processing, is transported to scene; Under steel cofferdam, water transportation by driving is near cushion cap to be onstructed position, the anchorage system that utilizes station keeping ship, anchor hawser and anchor to form is accurately positioned to behind cap design of pile position, adopt airlift suction dredger by inner steel cofferdam soil body sucking-off, simultaneously in the separation of cofferdam slowly, evenly add water, make steel cofferdam sink down into design attitude; The space truss type inner support of steel cofferdam is connected to entirety in factory and steel cofferdam wallboard, or the steel cofferdam that sinks again after welding with steel cofferdam wallboard at the scene; After steel cofferdam sinks to putting in place, utilize cofferdam space truss type inner support for guiding, utilize crane barge suspention vibration dip pile monkey inserted to play pile foundation preformed hole steel bushing, then substrate cleaning leveling is carried out in steel cofferdam inside, build bottom concrete take truss-like inner support as platform, after concrete reaches seven days age strengths, steel cofferdam internal water is extracted out, utilize steel cofferdam wallboard as side form concreting cushion cap;
This construction cofferdam: comprise the space truss type inner support (2), steel cofferdam wallboard (3) and the vertical supporting (4) that are weldingly connected; Described inner support (2) is for supporting steel cofferdam wallboard (3), and as the positioner of pile foundation preformed hole position inserted to play steel bushing (1); Described steel cofferdam wallboard (3) is made up of inside and outside double face slab (301), the vertical rib (302) of panel, shifting board (303), horizontal ring flat-plate (305) and ring flat-plate diagonal brace (306); Described vertical supporting (4) is the syndeton of the upper and lower two-tier truss of inner support, for truss is connected into entirety, is more conducive to stressed; Described panel (301) is steel plate, and wall thickness is 6-10mm; It is angle steel or channel-section steel that described panel is indulged rib (302), is welded in panel (301) inner side, for improving the strength and stiffness of panel (301); Described shifting board (303) is welded between double face slab (301), and perpendicular to panel (301) plane, for strengthening the connecting portion of wallboard and inner support (2); Space between described panel (301) and shifting board (303) is separation (304); When construction bearing platform (5), water filling in separation (304), reduces the inside and outside head difference of panel (301), thereby it is poor to reduce the external and internal pressure of cofferdam panel (301); Described horizontal ring flat-plate (305) is made up of the truss of angle steel of the irregular doughnut-shaped steel plate welding mutually and doughnut-shaped steel plate inside, horizontal ring flat-plate (305) is according to head pressure size vertical layered layout between panel (301), and is welded as entirety with panel (301); Described ring flat-plate diagonal brace (306) is made up of channel-section steel or angle steel, is welded into entirety with panel (301), arranges with layer with horizontal ring flat-plate (305), is used for the horizontal ring flat-plate of reinforcement (305) rigidity; Described inner support (2) is two-layer space truss structure, and upper and lower two-tier truss is used for respectively top mouth and the end mouth of location steel sleeve (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110413163.9A CN102493468B (en) | 2011-12-13 | 2011-12-13 | Design method for construction cofferdam of bridge deepwater soft soil foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110413163.9A CN102493468B (en) | 2011-12-13 | 2011-12-13 | Design method for construction cofferdam of bridge deepwater soft soil foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102493468A CN102493468A (en) | 2012-06-13 |
| CN102493468B true CN102493468B (en) | 2014-06-11 |
Family
ID=46185324
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201110413163.9A Active CN102493468B (en) | 2011-12-13 | 2011-12-13 | Design method for construction cofferdam of bridge deepwater soft soil foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102493468B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103334442A (en) * | 2013-07-10 | 2013-10-02 | 中交路桥华南工程有限公司 | Method and structure for connecting cofferdams in vertically rotating mode |
| CN103726501B (en) * | 2014-01-02 | 2015-08-12 | 中铁大桥局集团有限公司 | Construction method is transferred in a kind of large-scale cofferdam |
| CN104131573B (en) * | 2014-08-22 | 2016-04-06 | 龙建路桥股份有限公司 | Water method is enclosed in floatable double-wall steel suspension box and construction |
| CN105951855B (en) * | 2016-06-06 | 2018-03-06 | 中铁上海工程局集团有限公司 | A kind of bilayer combination truss reinforcement formula steel cofferdam and its construction method |
| CN106884434B (en) * | 2017-01-20 | 2021-04-13 | 湖北省路桥集团有限公司 | Parameterization design method of circular double-wall steel cofferdam |
| CN110206483B (en) * | 2018-12-10 | 2021-03-02 | 高云飞 | Soil-absorbing type full-casing pore-forming device and using method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007327244A (en) * | 2006-06-08 | 2007-12-20 | Kajima Corp | Method and structure for temporarily coffering underwater structure |
| CN101205720A (en) * | 2007-12-05 | 2008-06-25 | 中铁大桥局股份有限公司 | Down-lying, bed-contacting and sinking control technologies of super large steel cofferdam |
| CN201635082U (en) * | 2010-02-02 | 2010-11-17 | 中交二公局第五工程有限公司 | Cofferdam construction device in deep-water pier cushion cap construction |
| CN201671103U (en) * | 2010-05-17 | 2010-12-15 | 中铁二十局集团有限公司 | Integral construction forming platform of underwater pier cap drilled pile |
| CN201883444U (en) * | 2010-11-11 | 2011-06-29 | 中铁十三局集团有限公司 | Double-wall steel cofferdam for underwater low pile cap |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20100232878A1 (en) * | 2009-03-10 | 2010-09-16 | Vitaly Boris Feygin | Universal Framed Cofferdam |
-
2011
- 2011-12-13 CN CN201110413163.9A patent/CN102493468B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007327244A (en) * | 2006-06-08 | 2007-12-20 | Kajima Corp | Method and structure for temporarily coffering underwater structure |
| CN101205720A (en) * | 2007-12-05 | 2008-06-25 | 中铁大桥局股份有限公司 | Down-lying, bed-contacting and sinking control technologies of super large steel cofferdam |
| CN201635082U (en) * | 2010-02-02 | 2010-11-17 | 中交二公局第五工程有限公司 | Cofferdam construction device in deep-water pier cushion cap construction |
| CN201671103U (en) * | 2010-05-17 | 2010-12-15 | 中铁二十局集团有限公司 | Integral construction forming platform of underwater pier cap drilled pile |
| CN201883444U (en) * | 2010-11-11 | 2011-06-29 | 中铁十三局集团有限公司 | Double-wall steel cofferdam for underwater low pile cap |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102493468A (en) | 2012-06-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102493468B (en) | Design method for construction cofferdam of bridge deepwater soft soil foundation | |
| CN202359566U (en) | Cofferdam for deep-water soft soil foundation construction of bridge | |
| KR101151091B1 (en) | Auxiliary float of floating structure and method for remodeling floating structure | |
| CN201857618U (en) | Floating guide platform and steel casing supported drilling platform deepwater pile foundation | |
| CN103195085B (en) | Downward story-adding basement and construction method thereof | |
| CN103233459A (en) | Steel plate and concrete combined underground continuous wall and construction method thereof | |
| CN102720140A (en) | Large-span prestress concrete continuous beam deepwater pier construction process | |
| WO2023184679A1 (en) | Large-span space special-shaped arch rib flying-swallow type basket steel box arch bridge and rapid construction method | |
| CN103374923A (en) | Method for prefabricating and mounting underwater pier | |
| CN211849244U (en) | Novel assembled high-pile beam-slab wharf structure | |
| CN104805857A (en) | Detachable cyclic utilization bottomless steel jacket box and construction method thereof | |
| CN102587398A (en) | Double-wall cofferdam with partitioned cabins | |
| CN104532730A (en) | Full-breadth variable-cross-section steel box girder and construction method thereof | |
| CN101469543B (en) | Steel boxed cofferdam construction technique for steel-concrete combined bottom board | |
| CN208183643U (en) | A kind of dock structure taking into account large ship and heavy mail mast and hanging | |
| CN102936899A (en) | Method for installing steel cofferdam by the aid of pier supporting frame | |
| CN201972158U (en) | Large construction equipment for lifting and heightening whole section of steel sinking well | |
| CN202689016U (en) | Cofferdam assembling and lifting platform for double-wall steel cofferdam construction of deep-water bridge pier | |
| CN204608812U (en) | One detachably recycles bottomless steel jacket box | |
| CN201635082U (en) | Cofferdam construction device in deep-water pier cushion cap construction | |
| CN102108709A (en) | Construction method and device for hoisting whole segment of large-scale steel open caisson for height addition | |
| CN216787175U (en) | Weir mould integration double-walled steel cofferdam of vertical hidden purlin | |
| CN107268990A (en) | A kind of plastic form of plus bottom | |
| CN114737608A (en) | Superposed underground structure anti-seismic system based on self-resetting breaking columns and construction method | |
| CN104746476A (en) | Wharf additionally provided with batter pile on rear edge and method for reinforcing wharf rear edge by applying batter pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20160919 Address after: 710065, No. eight, No. 262 East Road, Yanta District, Shaanxi, Xi'an Patentee after: Zhongjiao Second Highway Engineering Bureau Co., Ltd. Patentee after: CCCC Second Highway Fourth Engineering Co., Ltd. Address before: 710065, No. eight, No. 262 East Road, Yanta District, Shaanxi, Xi'an Patentee before: Zhongjiao Second Highway Engineering Bureau Co., Ltd. |