CN103015459A - Construction method for underwater baring platform steel cover box on storm surge river mouth - Google Patents

Construction method for underwater baring platform steel cover box on storm surge river mouth Download PDF

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Publication number
CN103015459A
CN103015459A CN2012105567048A CN201210556704A CN103015459A CN 103015459 A CN103015459 A CN 103015459A CN 2012105567048 A CN2012105567048 A CN 2012105567048A CN 201210556704 A CN201210556704 A CN 201210556704A CN 103015459 A CN103015459 A CN 103015459A
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CN
China
Prior art keywords
casing
flange
construction
pile
under
Prior art date
Application number
CN2012105567048A
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Chinese (zh)
Inventor
翁国华
何建岳
陈立
楼汉卿
王静
Original Assignee
浙江省第一水电建设集团股份有限公司
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Application filed by 浙江省第一水电建设集团股份有限公司 filed Critical 浙江省第一水电建设集团股份有限公司
Priority to CN2012105567048A priority Critical patent/CN103015459A/en
Publication of CN103015459A publication Critical patent/CN103015459A/en

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Abstract

The invention is suitable for a storm surge river stretch. Underwater structural concrete for cover box construction is adopted. The construction method disclosed by the invention comprises the following steps of: (1) designing and manufacturing a cover box for later use; (2) constructing foundation filling piles, and chiseling pile heads without pulling an outer pile casing; (3) after the pile heads are chiseled, welding a lower flange and installing a shroud ring on the outer wall of an inner pile casing, measuring the central coordinates of the flange once again, drawing a lofted drawing, and pulling the outer pile casing of the filling piles; (4) after the outer pile casing is pulled, erecting supporting I steel; (5) hoisting the cover box in place; (6) after the cover box is hoisted in place, extruding an upper flanges and the lower flange to realize water stop, and draining river water in the cover box by pumping; (7) welding and sealing the upper and lower flanges; (8) performing bearing platform construction; and (9) after construction is completed, cutting the cover box off by adopting an underwater welding gun. Due to the adoption of the construction method, the problem of difficulty in underwater platform construction in a storm surge riverway is solved, and good economic and social benefits are achieved in applied engineering.

Description

Pile cap steel casing construction engineering method under the force tidal bore estuarine water
 
Technical field
The present invention is applicable in the force tidal bore section, adopts the underwater structures concrete (bored concrete pile foundation) of casing construction.
Background technology
The conventional steel casing construction, generally on-the-spot merogenesis, piecemeal assembly unit casing on the above erection construction platform of construction period water level, platform, merogenesis sinks, and then carries out the Underwater Concrete back cover, the operation of drawing water at last, operation is various, and casing installation period is long.The cushion cap concrete is built under the force tidal bore estuarine water, because the factor affecting such as the depth of water, tidal bore adopt conventional steel casing construction method, cause casing to be installed and will experience the impact failure of repeatedly surging, particularly 8, the spring tide in September is between flood season, is the difficult problem that construction enterprises often face.
Summary of the invention
For the problems referred to above, the present invention discloses pile cap steel casing construction engineering method under a kind of force tidal bore estuarine water, can effectively solve in the force tidal bore river course bearing platform construction difficulty under water, and obtained preferably economic and social benefit in applied engineering.
The present invention is achieved by the following technical solutions: pile cap steel casing construction engineering method under a kind of force tidal bore estuarine water, step be the ⑴ casing design and produce finish for subsequent use; ⑵ after foundation pouring pile construction is finished, do not pull out outer casing, carry out pile crown and cut; ⑶ after pile crown cuts, at interior casing outer wall welding lower flange with shroud ring is installed, after the installation, and flange center's coordinate remeasured, draw full-size drawing, pull out the outer casing of castinplace pile this moment; ⑷ after outer casing is pulled out, set up the support i iron; ⑸ casing hoisted in position; ⑹ behind the casing hoisted in position, lower flange is realized sealing in the extruding, then drains river in the casing; ⑺ then up and down flange welding sealing; ⑻ bearing platform construction; ⑼ after construction was finished, casing adopted under water that welding gun cuts off.
As improvement, before implementing among the step ⑸, first according to the lower flange full-size drawing that records among the step ⑶, cut at the cover box plate and to establish the cover eye, and at cover eyeground section welding upper flange.
As improvement, the size of described cover eye and flange is larger than the stake footpath.
As preferably, among the step ⑸, before hanging, " O " type sealing collar is cemented in the flange groove with marine glue first.
As preferably, among the step ⑹, shoulder pole girder is linked to each other with main muscle in the stake in casing by the diver, the jack jacking of shoulder pole girder two, " O " type sealing collar in the extruding between lower flange is realized sealing.
As preferably, among the step ⑺, remove shoulder pole girder and jack.
As preferably, among the step ⑼, before casing is removed, to water filling ballast in the casing.
The present invention has adopted above-mentioned measure to improve, beneficial effect is remarkable: this engineering method has changed the conventional steel casing: the technological process of assembly unit waterborne → merogenesis sinking → concrete back cover → draw water, adopt monolithic machine-shaping, back cover not, disposablely lay, sealing, and consideration surge impact factor, before tidal bore is arrived, to casing water filling ballast, effectively resist surge impact, tidewater is drained river in the casing later, carry out construction operation in the casing, by rise, at ebb tide between, loop water filling, the operation of drawing water, until the construction of cushion cap concrete is finished.
This engineering method one adopts integral manufacturing on the bank, during the ebb of neap flood, and disposable laying, casing and foundation pouring pile adopt flange connect, " O " rubber ring sealing, need not the concrete back cover, do not establish the system of holding, and have greatly shortened laying the duration of casing; Two, casing does not bear the direct impact of surging in making, installation course; Three, in the bearing platform construction, casing connects owing to passing through the flange rigidity, and can greatly strengthen the impact capacity of the anti-tidal bore of casing toward water filling ballast in the casing, thereby greatly reduces the risk that casing is destroyed by the rough swell wave.
Description of drawings
Fig. 1 is process chart of the present invention.
The specific embodiment
The present invention is further illustrated in conjunction with the embodiments for the below's contrast accompanying drawing:
With reference to shown in Figure 1, pile cap steel casing construction engineering method under a kind of force tidal bore estuarine water among the embodiment 1, step be the ⑴ casing design and produce finish for subsequent use; ⑵ pile crown is rejected: after the foundation pouring pile construction was finished, outer casing was not pulled out first, utilizes outer casing dash, carries out pile crown and cuts.Go deep into the cushion cap base plate according to design drawing grout pile concrete needs, for the ease of the welding of upper lower flange in the next procedure, the pile crown concrete need be cut a hole into " product " font; ⑶ after pile crown cuts, utilize outer casing dash, at interior casing outer wall welding lower flange and installation shroud ring, after the installation, flange center's coordinate is remeasured, draw full-size drawing.The cover eye of bottom and upper flange must be according to the full-size drawing location of drawing, to guarantee upper lower flange docking accurately when casing was made.After lower flange and anchor ear installation, can pull out the outer casing of castinplace pile; ⑷ after outer casing is pulled out, set up the support i iron under water by the diver on the anchor ear bracket, i iron is connected with the bracket bolt by junction plate; ⑸ first according to the lower flange full-size drawing that records among the step ⑶, cut at the cover box plate and establish the cover eye, and at cover eyeground section welding upper flange, the size of cover eye and flange is laid, is located to make things convenient for casing than the stake footpath greatly; Before this outer case is laid and hung, " O " type sealing collar is cemented in the flange groove with marine glue first; Then casing employing overall time hangs and puts in place, is chosen in neap and installs between flood season, slowly transfers, until upper lower flange docking accurately; ⑹ behind the casing hoisted in position, shoulder pole girder is linked to each other with main muscle in the stake in casing by the diver, the jack jacking of shoulder pole girder two realizes sealing by " O " type sealing collar that pushes between upper lower flange, then drains river in the casing; ⑺ after river is drained in the casing, with the welding of upper lower flange gap closely, firmly, then remove shoulder pole girder and jack; ⑻ the sealing of casing flange welding is finished, and can utilize the casing dash and as concrete form, realize the cushion cap dry work; ⑼ after construction was finished, casing adopted under water that welding gun cuts off.If wherein when river tidal bore power is large, particularly 8, the high and impact force of tidewater wave in September all reaches the peak in a year, can before spring tide surges between flood season, to casing water filling ballast, improve the ability that casing is resisted surge impact at every turn.
What more than enumerate only is specific embodiments of the invention, obviously, the invention is not restricted to above embodiment.All distortion that those of ordinary skill in the art can directly derive or associate from content disclosed by the invention all should belong to protection scope of the present invention.

Claims (7)

1. pile cap steel casing construction engineering method under the force tidal bore estuarine water is characterized in that, step be the ⑴ casing design and produce finish for subsequent use; ⑵ after foundation pouring pile construction is finished, do not pull out outer casing, carry out pile crown and cut; ⑶ after pile crown cuts, at interior casing outer wall welding lower flange with shroud ring is installed, after the installation, and flange center's coordinate remeasured, draw full-size drawing, pull out the outer casing of castinplace pile this moment; ⑷ after outer casing is pulled out, set up the support i iron; ⑸ casing hoisted in position; ⑹ behind the casing hoisted in position, lower flange is realized sealing in the extruding, then drains river in the casing; ⑺ then up and down flange welding sealing; ⑻ bearing platform construction; ⑼ after construction was finished, casing adopted under water that welding gun cuts off.
2. pile cap steel casing construction engineering method under the force tidal bore estuarine water according to claim 1, it is characterized in that, before implementing among the step ⑸, first according to the lower flange full-size drawing that records among the step ⑶, cut at the cover box plate and to establish cover eye, and at cover eyeground section welding upper flange.
3. pile cap steel casing construction engineering method under the force tidal bore estuarine water according to claim 2 is characterized in that, the size of described cover eye and flange is larger than the stake footpath.
4. pile cap steel casing construction engineering method under the force tidal bore estuarine water according to claim 1 is characterized in that, among the step ⑸, before hanging, " O " type sealing collar is cemented in the flange groove with marine glue first.
5. pile cap steel casing construction engineering method under the force tidal bore estuarine water according to claim 4, it is characterized in that, among the step ⑹, shoulder pole girder is linked to each other with main muscle in the stake in casing by the diver, the jack jacking of shoulder pole girder two, " O " type sealing collar in the extruding between lower flange is realized sealing.
6. pile cap steel casing construction engineering method under the force tidal bore estuarine water according to claim 5 is characterized in that, among the step ⑺, removes shoulder pole girder and jack.
7. pile cap steel casing construction engineering method under the force tidal bore estuarine water according to claim 1 is characterized in that, among the step ⑼, before casing is removed, to water filling ballast in the casing.
CN2012105567048A 2012-12-20 2012-12-20 Construction method for underwater baring platform steel cover box on storm surge river mouth CN103015459A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106223355A (en) * 2016-08-15 2016-12-14 中国华西企业有限公司 A kind of high bearing platform supported on piles in deep water Hold Hoop method has device and the construction method of end steel jacket box
CN111119214A (en) * 2019-12-26 2020-05-08 四川路航建设工程有限责任公司 Construction method of bridge underwater bearing platform

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KR100645319B1 (en) * 2005-08-16 2006-11-14 (주) 선암기술연구소 Pile foundation construction method using temporary cofferdam caisson of improved for weakness ground
CN101158161A (en) * 2007-10-19 2008-04-09 山东高速集团青岛高速公路有限公司 Underwater no-bottom closing concrete boxed cofferdam and method of use thereof
CN101775809A (en) * 2010-01-15 2010-07-14 中铁大桥局集团第五工程有限公司 Construction method of marine self-floating type steel soleplate single-wall suspension box cofferdam and single-wall suspension box cofferdam
CN102330433A (en) * 2010-07-12 2012-01-25 南通尧盛钢结构有限公司 Structure node for fast dismounting steel sleeve box of seaborne cushion cap on water

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Publication number Priority date Publication date Assignee Title
KR100645319B1 (en) * 2005-08-16 2006-11-14 (주) 선암기술연구소 Pile foundation construction method using temporary cofferdam caisson of improved for weakness ground
CN101158161A (en) * 2007-10-19 2008-04-09 山东高速集团青岛高速公路有限公司 Underwater no-bottom closing concrete boxed cofferdam and method of use thereof
CN101775809A (en) * 2010-01-15 2010-07-14 中铁大桥局集团第五工程有限公司 Construction method of marine self-floating type steel soleplate single-wall suspension box cofferdam and single-wall suspension box cofferdam
CN102330433A (en) * 2010-07-12 2012-01-25 南通尧盛钢结构有限公司 Structure node for fast dismounting steel sleeve box of seaborne cushion cap on water

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106223355A (en) * 2016-08-15 2016-12-14 中国华西企业有限公司 A kind of high bearing platform supported on piles in deep water Hold Hoop method has device and the construction method of end steel jacket box
CN111119214A (en) * 2019-12-26 2020-05-08 四川路航建设工程有限责任公司 Construction method of bridge underwater bearing platform
CN111119214B (en) * 2019-12-26 2021-03-26 四川路航建设工程有限责任公司 Construction method of bridge underwater bearing platform

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