CN102493468A - 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
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- CN102493468A CN102493468A CN2011104131639A CN201110413163A CN102493468A CN 102493468 A CN102493468 A CN 102493468A CN 2011104131639 A CN2011104131639 A CN 2011104131639A CN 201110413163 A CN201110413163 A CN 201110413163A CN 102493468 A CN102493468 A CN 102493468A
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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 the method for designing in a kind of bridge deep water soft soil foundation construction cofferdam.
Background technology
Bridge deep water soft foundation contrary sequence method low pile cap composite foundation is a kind of bridge foundation type.Earlier construction cushion cap, bridge pier, superstructure in such foundation construction are reserved the pile foundation construction preformed hole during bearing platform construction, in preformed hole, insert the piling base, before the girder closure, pile foundation and cushion cap are connected into integral body.Reverse construction can be through cushion cap subsoil body the precompressed process, give full play to the supporting capacity of cushion cap subsoil body, let follow-up load bear jointly by stake and cushion cap subsoil body, can effectively reduce a number, stake is long, the expense of reduction Foundation Design.
The cushion cap because the contrary sequence method composite foundation is at first constructed; And need when bearing platform construction, reserve the preformed hole of pile foundation construction; At first to solve the technical barrier of construction cushion cap on the deep water soft foundation in the construction; Also will solve the technical barrier of the pile foundation preformed hole of in water, accurately constructing in addition, and existing construction technology can't satisfy above requirement.
Summary of the invention
The technical problem that the present invention will solve provides the method for designing in a kind of bridge deep water soft soil foundation construction cofferdam, to overcome the defective that exists in the prior art.
Technical scheme of the present invention is: the method for designing in a kind of bridge deep water soft soil foundation construction cofferdam is characterized in that: comprise support in the space truss formula that is weldingly connected, steel cofferdam wallboard and vertical the support; Support is used to support the steel cofferdam wallboard in said, and inserts the positioner of beating steel bushing as pile foundation preformed hole position; Said 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; The said interior support syndeton of two-tier truss up and down that vertically is supported for is used for truss is connected into integral body, more helps stressed.
Said panel is a steel plate, and wall thickness is 6-10mm; The vertical rib of said panel is angle steel or channel-section steel, is welded in the panel inboard, is used to improve the intensity and the rigidity of panel; Said shifting board is welded between the double face slab, and perpendicular to panel plane, is used to strengthen the connecting portion of wallboard and interior support; Space between said panel and the shifting board is a separation; During the construction cushion cap, water filling in separation reduce the inside and outside head difference of panel, thereby the external and internal pressure that reduces the cofferdam panel is poor; Said horizontal ring flat-plate is made up of the truss of angle steel of irregular doughnut-shaped steel plate and the doughnut-shaped steel plate inside of welding mutually, and horizontal ring flat-plate is according to head pressure size vertical layered layout between panel, and is welded as integral body with panel; Said ring flat-plate diagonal brace is made up of channel-section steel or angle steel, is welded into integral body with panel, arranges with layer with horizontal ring flat-plate, is used for strengthening the horizontal loops panel stiffness.
Be supported for two-layer space truss structure in said, two-tier truss is used for locating the top mouth and the end mouth of steel bushing respectively up and down.
Technique effect of the present invention is:
1, conventionally utilize steel cofferdam construction cushion cap again along the practice multi-column pier foundation pile foundation of at first constructing, steel cofferdam only possesses function of construction cushion cap.The invention solves deep water soft foundation low pile cap contrary sequence method composite foundation first technical barrier of construction cushion cap, back construction pile foundation in water, the steel cofferdam cushion cap of not only can constructing has also increased inserting of pile foundation preformed hole steel bushing and has beaten positioning function.
2, support in the bilayer of cofferdam both as the cofferdam load-carrying construction,, when the solution steel bushing is located difficult problem, practiced thrift construction cost again as inserting the positioner of beating steel bushing.
Description of drawings
Below in conjunction with the embodiment accompanying drawing the present invention is further specified:
Fig. 1 is the steel cofferdam layout plan;
Fig. 2 is a steel cofferdam facade arrangement diagram;
Fig. 3 is a steel cofferdam wallboard plane drawing;
Fig. 4 is the on-the-spot anchorage of a steel cofferdam location elevation;
Fig. 5 is the on-the-spot anchorage plane of orientation of steel cofferdam figure;
Fig. 6 inserts for the steel cofferdam guiding and plays the steel bushing sketch map.
Reference numeral is following:
Steel bushing, support in 2., 3. steel cofferdam wallboard, 301. panels, the vertical rib of 302. panels, 303. shifting boards, 304. separations, 305. horizontal ring flat-plates, 306. ring flat-plate diagonal braces, 4. vertically support, 5. cushion cap, 6. bottom concrete, 7. steel cofferdam, 8. station keeping ship, 9. anchor hawser, 10. anchor, 11. crane barges.
The specific embodiment
The present invention be directed to a kind of new type of deep-water cofferdam 7 devices of bridge deep water soft foundation contrary sequence method low pile cap 5 composite foundations construction, solve such foundation construction difficult problem.
The present invention adopts double-walled construction, adapting to deepwater environment, this bridge deep water soft soil foundation construction cofferdam, it comprise support 2 in the space truss formula that is weldingly connected, steel cofferdam wallboard 3 and vertically support 4; Support 2 in said and be used to support steel cofferdam wallboard 3, and insert the positioner of beating steel bushing 1 as pile foundation preformed hole position; Said 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; Said vertical support 4 is the interior support syndeton of two-tier truss up and down, is used for truss is connected into integral body, more helps stressed.
Embodiment 1 is referring to Fig. 1 to Fig. 3: this bridge deep water soft soil foundation construction cofferdam, comprise support 2 in the space truss formula that is weldingly connected, steel cofferdam wallboard 3 and vertically support 4;
Support 2 in said and be used to support steel cofferdam wallboard 3, and insert the positioner of beating steel bushing 1 as pile foundation preformed hole position;
Said 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.
Said vertical support 4 is the interior support syndeton of two-tier truss up and down, is used for truss is connected into integral body, more helps stressed.
Said panel 301 is a steel plate, and wall thickness is 6mm;
Embodiment 2: on the basis of the foregoing description, following concrete the qualification also can be done in bridge deep water soft soil foundation construction cofferdam involved in the present invention:
Said panel 301 is a steel plate, and wall thickness is 10mm, and optimal selection is 8mm;
The vertical rib 302 of said panel is angle steel or channel-section steel, is welded in panel 301 inboards, is used to improve the intensity and the rigidity of panel 301;
Said shifting board 303 is welded between the double face slab 301, and perpendicular to panel 301 planes, is used to strengthen the connecting portion of wallboard and interior support 2;
Space between said panel 301 and the shifting board 303 is a separation 304; During construction cushion cap 5, water filling in separation 304 reduce panel 301 inside and outside head difference, thereby the external and internal pressure that reduces cofferdam panel 301 is poor;
Said horizontal ring flat-plate 305 is made up of the truss of angle steel of irregular doughnut-shaped steel plate and the doughnut-shaped steel plate inside of welding mutually, and horizontal ring flat-plate 305 is according to head pressure size vertical layered layout between panel 301, and is welded as integral body with panel 301;
Ring flat-plate diagonal brace 306 is made up of channel-section steel or angle steel, is welded into integral body with panel 301, arranges with layer with horizontal ring flat-plate 305, is used for horizontal ring flat-plate 305 rigidity of reinforcement.
Support 2 in the present embodiment and can be two-layer space truss structure, two-tier truss is used for locating the top mouth and the end mouth of steel bushing 1 respectively up and down.
The concrete operations mode of present embodiment is:
Deep water soft foundation contrary sequence method low pile cap 5 adopts 7 constructions of double-walled steel cofferdam.Steel cofferdam 7 processing can be adopted two kinds of schemes: 1, first joint is in the whole processing of factory, and other sections piecemeals are in factory process, and it is whole that on-site consolidation becomes; 2, the whole processing at the workshop is transported to the scene.
7 times water transportation by drivings of steel cofferdam are near cushion cap 5 positions of waiting to construct; Like Fig. 4 and Fig. 5; After the anchorage system that utilizes station keeping ship 8, anchor hawser 9 and anchor 10 to constitute accurately is positioned to cushion cap 5 design attitudes; Adopt the air suction dredge with steel cofferdam 7 inner soil body sucking-offs, in cofferdam separation 304, slowly, evenly add water simultaneously, make steel cofferdam 7 sink down into design attitude.
Support 2 in the space truss formula of steel cofferdam 7 and can be connected to integral body in factory and steel cofferdam wallboard 3, 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 and support 2 in the space truss formula of cofferdam for leading; Utilize crane barge 11 suspention pile vibrosinking hammers to insert the basic preformed hole steel bushing 1 of piling; Then substrate cleaning leveling being carried out in steel cofferdam 7 inside, is that platform is built bottom concrete 6 to support 2 in the truss-like, treat that concrete reaches seven days age strengths after; 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 well-known components and common structure that parts that present embodiment is not described in detail and structure belong to the industry, some operating process belongs to the commonly used or well-known operations process of the industry, here narration one by one.
Claims (3)
1. the method for designing in a bridge deep water soft soil foundation construction cofferdam is characterized in that: comprise and support (2), steel cofferdam wallboard (3) and vertical support (4) in the space truss formula that is weldingly connected; Support (2) in said and be used to support steel cofferdam wallboard (3), and insert the positioner of beating steel bushing (1) as pile foundation preformed hole position; Said 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); Said vertical support (4) is the interior support syndeton of two-tier truss up and down, is used for truss is connected into integral body, more helps stressed.
2. according to the method for designing in the said a kind of bridge deep water soft soil foundation construction of claim 1 cofferdam, it is characterized in that: said panel (301) is a steel plate, and wall thickness is 6-10mm; It is angle steel or channel-section steel that said panel is indulged rib (302), is welded in panel (301) inboard, is used to improve the intensity and the rigidity of panel (301); Said shifting board (303) is welded between the double face slab (301), and perpendicular to panel (301) plane, is used to strengthen the connecting portion of wallboard and interior support (2); Space between said panel (301) and the shifting board (303) is separation (304); During construction cushion cap (5), water filling in separation (304) reduce the inside and outside head difference of panel (301), thereby the external and internal pressure that reduces cofferdam panel (301) is poor; Said horizontal ring flat-plate (305) is made up of the irregular doughnut-shaped steel plate and the inner truss of angle steel of doughnut-shaped steel plate of welding mutually; Horizontal ring flat-plate (305) is according to head pressure size vertical layered layout between panel (301), and is welded as integral body with panel (301); Said ring flat-plate diagonal brace (306) is made up of channel-section steel or angle steel, is welded into integral body with panel (301), arranges with layer with horizontal ring flat-plate (305), is used for the horizontal ring flat-plate of reinforcement (305) rigidity.
3. according to the method for designing in claim 1 or 2 said a kind of bridge deep water soft soil foundation construction cofferdam, it is characterized in that: support (2) in said and be two-layer space truss structure, two-tier truss is used for locating the top mouth and the end mouth of steel bushing (1) respectively up and down.
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| CN201110413163.9A CN102493468B (en) | 2011-12-13 | 2011-12-13 | Design method for construction cofferdam of bridge deepwater soft soil foundation |
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| CN201110413163.9A CN102493468B (en) | 2011-12-13 | 2011-12-13 | Design method for construction cofferdam of bridge deepwater soft soil foundation |
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Cited By (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 |
| CN103726501A (en) * | 2014-01-02 | 2014-04-16 | 中铁大桥局股份有限公司 | Method for lowering large cofferdam |
| CN104131573A (en) * | 2014-08-22 | 2014-11-05 | 龙建路桥股份有限公司 | Floating type double-wall steel suspension box and construction water enclosure method |
| CN105951855A (en) * | 2016-06-06 | 2016-09-21 | 中铁上海工程局集团有限公司 | Double-layer composite truss strengthening type steel cofferdam and construction method thereof |
| CN106884434A (en) * | 2017-01-20 | 2017-06-23 | 湖北省路桥集团有限公司 | The parameterization design method of circular Double-Wall Steel Boxed Cofferdam |
| CN110206483A (en) * | 2018-12-10 | 2019-09-06 | 高云飞 | Soil suction formula full-sleeve hole-forming device and its application method |
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| 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 |
| US20100232878A1 (en) * | 2009-03-10 | 2010-09-16 | Vitaly Boris Feygin | Universal Framed 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 |
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
| US20100232878A1 (en) * | 2009-03-10 | 2010-09-16 | Vitaly Boris Feygin | Universal Framed 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 |
Cited By (7)
| 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 |
| CN103726501A (en) * | 2014-01-02 | 2014-04-16 | 中铁大桥局股份有限公司 | Method for lowering large cofferdam |
| CN104131573A (en) * | 2014-08-22 | 2014-11-05 | 龙建路桥股份有限公司 | Floating type double-wall steel suspension box and construction water enclosure method |
| CN105951855A (en) * | 2016-06-06 | 2016-09-21 | 中铁上海工程局集团有限公司 | Double-layer composite truss strengthening type steel cofferdam and construction method thereof |
| CN106884434A (en) * | 2017-01-20 | 2017-06-23 | 湖北省路桥集团有限公司 | The parameterization design method of circular Double-Wall Steel Boxed Cofferdam |
| 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 |
| CN110206483A (en) * | 2018-12-10 | 2019-09-06 | 高云飞 | Soil suction formula full-sleeve hole-forming device and its application method |
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| Publication number | Publication date |
|---|---|
| CN102493468B (en) | 2014-06-11 |
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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. |