CN105649094B - A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method - Google Patents
A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method Download PDFInfo
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- CN105649094B CN105649094B CN201610031823.XA CN201610031823A CN105649094B CN 105649094 B CN105649094 B CN 105649094B CN 201610031823 A CN201610031823 A CN 201610031823A CN 105649094 B CN105649094 B CN 105649094B
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
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Abstract
The invention provides a kind of deep water foundation bearing platform construction with three wall steel cofferdams, include the inner support frame and the workbench that is arranged on inner support frame of cofferdam main body and cofferdam main body inside top；The cofferdam main body includes outer wall, midfeather and inwall successively from outside to inside；The outer wall and midfeather are contour, and deep floor is provided between the two；The inwall is less than the midfeather, therebetween provided with concrete lift；The cofferdam main body inside bottom position is provided with cushion cap, and the cushion cap bottom is provided with some concretings stake.The present invention is applicable the deeper bridge deepwater foundation construction of construction bearing platform embedment basement rock.Working face can be formed earlier, drilled pile construction is carried out in advance, more can guarantee that the bridge foundation construction duration.Meanwhile, concrete lift and basement rock three between cofferdam main body, inwall and midfeather form an entirety, and structure is firmer, can more meet the construction operating mode that water is deep, velocity ratio is larger.
Description
Technical field
The invention belongs to bridge construction technical field, more particularly, to a kind of deep water foundation bearing platform construction with three wall steel cofferdams
And its construction method.
Background technology
At present, in the construction process for crossing over each rivers,lakes and seas bridge, to large bridge deep water foundation bearing platform construction dash
Equipment, equipment uses single wall cofferdam or double-wall cofferdam at this stage, and single wall, Double-Wall Steel Boxed Cofferdam can not solve cushion cap embedment basement rock
Deeper operating mode, is all generally to take the technical measures such as underwater demolition to remove basement rock at this stage, with the development of society,
By other important buildings such as existing railway, highway, build that large bridge is more and more, the technology of explosion can not be now used again
Basement rock is removed in measure, while newly-built large bridge has the duration tight, crosses that flood risk is big, the factor such as clear base workload is big, existing, single
Wall, double-walled steel cofferdam structure can not meet use requirement.
The content of the invention
In view of this, the present invention is directed to propose a kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method,
Meet large bridge cushion cap insertion basement rock it is deeper when construction bearing platform demand.
To reach above-mentioned purpose, the technical proposal of the invention is realized in this way：
A kind of deep water foundation bearing platform construction is with three wall steel cofferdams, including cofferdam main body and cofferdam main body inside top
Inner support frame and the workbench being arranged on inner support frame；The cofferdam main body includes outer wall, centre successively from outside to inside
Wall and inwall；The outer wall and midfeather are contour, and deep floor is provided between the two；The inwall is less than the midfeather, the two
Between be provided with concrete lift；The cofferdam main body inside bottom position is provided with cushion cap, and the cushion cap bottom is provided with some coagulations
Soil pours stake.
Further, the inner support frame is truss structure.
Further, the outer wall, midfeather and inwall are welded and fixed integrated structure.
Further, the inside of subterrane is stretched into the concreting stake.
The above-mentioned deep water foundation bearing platform construction construction method of three wall steel cofferdams, comprises the following steps：
1. cofferdam main body in place and is anchored by precalculated position, the top on the inside of the main body of cofferdam is installed in place and propped up afterwards
Support, then arranges workbench on inner support frame top；
2. groove milling equipment is arranged on workbench, using inwall to be oriented to, to being in inwall and centre below the main body of cofferdam
The basement rock groove milling hole of position between wall；After slotted eye milling is complete, borehole cleaning, and hole wall mud and bottom hole sediment are cleaned out；
3. to step 2. in slotted eye carry out underwater concreting, make mixed between cofferdam main body, inwall and midfeather
Basement rock triplicity below solidifying soil LIFT and cofferdam main body is an entirety；
4. rig is arranged on workbench, the basement rock in the main body of cofferdam is drilled, with steel pile casting, steel pile casting at present
Through in coating insertion basement rock；
5. after the completion of drilling, the water of cofferdam body interior is drained, more than basement rock unnecessary steel pile casting is cut off, and foundation ditch is entered
Row cleaning；
6. it is smooth to foundation ditch progress after the completion of foundation ditch cleaning, and concrete cushion of constructing, pour cushion cap.
Further, when clearing up foundation ditch, construction machinery is hung in the main body of cofferdam, the coating in foundation ditch and basement rock are carried out
Cleaning.
Further, pour before cushion cap, the first colligation cushion cap reinforcing bar on concrete cushion, and install mass concrete construction
Circulating water pipe and thermometric component.
Relative to prior art, deep water foundation bearing platform construction of the present invention is had the advantage that with three wall steel cofferdams：
Solving single wall, Double-Wall Steel Boxed Cofferdam at all can not the deeper bridge deepwater foundation construction hardly possible of construction bearing platform embedment basement rock
Topic.Also, three wall steel cofferdams in the present invention can form working face earlier, and drilled pile construction is carried out in advance, more be can guarantee that
The bridge foundation construction duration.Meanwhile, concrete lift and basement rock three's shape between cofferdam main body, inwall and midfeather
Into an entirety, structure is firmer, can more meet the construction operating mode that water is deep, velocity ratio is larger.
Brief description of the drawings
The accompanying drawing for constituting the part of the present invention is used for providing a further understanding of the present invention, schematic reality of the invention
Apply example and its illustrate to be used to explain the present invention, do not constitute inappropriate limitation of the present invention.In the accompanying drawings：
Construction schematic diagram when Fig. 1 is present invention anchoring cofferdam main body；
Fig. 2 installs construction schematic diagram when inner support frame and workbench for the present invention；
Construction schematic diagram when Fig. 3 is present invention construction slotted eye；
Fig. 4 pours construction schematic diagram during slotted eye for the present invention；
Fig. 5 carries out construction schematic diagram during concreting stake drilling for the present invention；
Construction schematic diagram when Fig. 6 is present invention cleaning foundation ditch；
Fig. 7 is the structural representation after cushion cap of the invention of having constructed；
Fig. 8 is provided with the top view of the cofferdam main body of inner support frame for the present invention；
Table plane schematic diagram when Fig. 9 is present invention construction slotted eye；
Table plane schematic diagram when Figure 10 is present invention construction concreting stake.
Description of reference numerals：
1- cofferdam main body；2- inner support frames；3- workbenches；4- outer walls；5- midfeathers；6- inwalls；7- deep floors；8-
Concrete lift；9- cushion caps；10- concretings stake；11- basement rock；12- groove milling equipments；13- slotted eyes；14- rigs；
15- steel pile castings；16- coatings；17- stake holes.
Embodiment
It should be noted that in the case where not conflicting, the embodiment in the present invention and the feature in embodiment can phases
Mutually combination.
In the description of the invention, it is to be understood that term " " center ", " longitudinal direction ", " transverse direction ", " on ", " under ",
The orientation or position relationship of the instruction such as "front", "rear", "left", "right", " vertical ", " level ", " top ", " bottom ", " interior ", " outer " are
Based on orientation shown in the drawings or position relationship, it is for only for ease of the description present invention and simplifies description, rather than indicate or dark
Specific orientation must be had, with specific azimuth configuration and operation by showing the device or element of meaning, therefore it is not intended that right
The limitation of the present invention.In addition, term " first ", " second " etc. are only used for describing purpose, and it is not intended that indicating or implying phase
To importance or the implicit quantity for indicating indicated technical characteristic.Thus, the feature for defining " first ", " second " etc. can
To express or implicitly include one or more this feature.In the description of the invention, unless otherwise indicated, " multiple "
It is meant that two or more.
In the description of the invention, it is necessary to illustrate, unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " should be interpreted broadly, for example, it may be being fixedly connected or being detachably connected, or be integrally connected；Can
To be mechanical connection or electrical connection；Can be joined directly together, can also be indirectly connected to by intermediary, Ke Yishi
The connection of two element internals.For the ordinary skill in the art, above-mentioned term can be understood by concrete condition
Concrete meaning in the present invention.
Describe the present invention in detail below with reference to the accompanying drawings and in conjunction with the embodiments.
A kind of deep water foundation bearing platform construction is with three wall steel cofferdams, as shown in Fig. 1 to 10, including cofferdam main body 1 and cofferdam
The inner support frame 2 of the inside top of main body 1 and the workbench 3 being arranged on inner support frame 2；The cofferdam main body 1 is by outside extremely
Inside include outer wall 4, midfeather 5 and inwall 6 successively；The outer wall 4 and midfeather 5 are contour, and deep floor 7 is provided between the two；Institute
Inwall 6 is stated less than the midfeather 5, therebetween provided with concrete lift 8；The inside bottom position of cofferdam main body 1 is set
There is cushion cap 9, the bottom of cushion cap 9 is provided with some concretings stake 10.
It should be noted that the workbench 3 on the top of inner support frame 2 is as groove milling construction and the platform of drilling construction, together
When, also as the inner supporting structure of cofferdam main body 1, and cofferdam main body 1 is together as the support of resistance effect of water pressure, its structure
An entirety can be welded to by shaped steel.
Cofferdam main body 1 is supported on rock stratum top surface, and wherein outer wall 4 and midfeather 5 is stress supporting construction, plays isolation river
Effect, subject deadweight, cushion cap basement rock cleaning when water pressure, drilling construction when rig load, inwall 6 have as follows make
With：1) during groove milling, mechanically formed to groove milling it can be oriented to.2) as template during 13 casting concrete of slotted eye, it is ensured that cofferdam master
The triplicity of basement rock 11 of concrete lift 8 and the lower section of cofferdam main body 1 between body 1, inwall 6 and midfeather 5 is one
It is overall, the requirement that flood is crossed in works deep water can be met.
Wherein, the inner support frame 2 is truss structure, and stabilized structure, intensity is high.
Wherein, the outer wall 4, midfeather 5 and inwall 6 are welded and fixed integrated structure.It should be noted that cofferdam master
Body can be with the shape such as rectangular, circular, arc end according to actual dimension of platform.The manufacture of three wall steel cofferdams can merogenesis system
Make, install in place after on-site consolidation again；If in addition, during transhipment conditions permit, can also take monoblock type to manufacture, overall transportation by driving is just
Position.The inwall headroom size of cofferdam main body 1 should be more bigger than the size of cushion cap 9, meets cofferdam positioning requirements.
Wherein, the inside of subterrane 11 is stretched into the concreting stake 10, it is ensured that cushion cap 9 is solid and reliable, and stress is good
It is good.
Large bridge water foundation platform insertion basement rock of the present invention in rivers,lakes and seas is deeper, and cushion cap adjoins Important building
Thing, when basement rock can not be removed using technical measures such as underwater demolitions, excavation of foundation pit, cushion cap 9 when can create a bearing platform construction
Reinforcing bar colligation, the dry environment of the concreting of cushion cap 9, create a local anhydrous ring in rivers,lakes and seas deep water
Border, it is ensured that construction is smoothed out.
The above-mentioned deep water foundation bearing platform construction construction method of three wall steel cofferdams, comprises the following steps：
1. cofferdam main body 1 in place and is anchored by precalculated position, installed afterwards on the top of the inner side of cofferdam main body 1 in place
Support frame 2, then arranges workbench 3 on the top of inner support frame 2；Here it is possible to according to the situation of bridge location, can use and cast anchor
Location technology or other method, are positioned to cofferdam；
2. groove milling equipment 12 is arranged on workbench 3, with inwall 6 to be oriented to, inwall 6 is in the lower section of cofferdam main body 1
The groove milling hole 13 of basement rock 11 of position between midfeather 5；After the milling of slotted eye 13 is complete, borehole cleaning, and hole wall mud and bottom hole sediment is clear
Reason is clean；It is pointed out that the depth of slotted eye 13 should be met below the bottom surface for the cushion cap 9 that will deeply construct；
3. to step 2. in slotted eye 13 carry out underwater concreting, concrete reached after intensity, cofferdam main body 1, interior
The triplicity of basement rock 11 of concrete lift 8 and the lower section of cofferdam main body 1 between wall 6 and midfeather 5 is an entirety；
4. rig 14 is arranged on workbench 3, the basement rock 11 in cofferdam main body 1 is needed by design to carry out stake holes
17 drillings, while the lower steel pile casting 15 in each drilling, the steel pile casting 15 of arrangement is both passed through in the insertion basement rock 11 of coating 16；
5. after the completion of drilling, the water inside cofferdam main body 1 is drained, the unnecessary part of steel pile casting 15 of basement rock more than 11 is cut off,
And foundation ditch is cleared up；
6. it is smooth to foundation ditch progress after the completion of foundation ditch cleaning, and concrete cushion of constructing, pour cushion cap 9.
It should be noted that construction before, first according to the features of terrain of bridge bearing platform position yet to be built, geology rock feature and
The peak level that can be met in bearing platform construction engineering, water level of setting up defences.The preliminary appearance and size for drafting three wall steel cofferdams, root
According to the load acted on cofferdam, including deadweight, water pressure, soil pressure, flow force etc. are calculated three wall cofferdam in detail, most
Cofferdam main body, inner support and each physical dimension of slotted eye are determined eventually.Secondly, according to the execution conditions at scene, each structural member is determined
Manufacture and means of transportation, it is just overall using cofferdam overall processing if navigation channel meets the overall transportation by driving of cofferdam main body to the condition of bridge location
The scheme of transportation by driving, can be in factory's piecemeal processing, after transport to bridge location, in bridge if navigation channel can not be met in the condition of overall transportation by driving
Position nearby sets floating platform, the structural member in assembled cofferdam on the floating platform, and according to equipment crane capacity, assembly can be with whole
Body is assembled, can also merogenesis assembly.
When clearing up foundation ditch, it is possible to use the artificial mode with reference to machinery carries out clear base, and excavating, workload is very big, and the duration will
In the case of asking very tight, workbench 3 can be subjected to local flow improvement, by construction machinery hang in the inside of cofferdam main body 1 carry out it is clear
Manage the prune job of foundation ditch inner covering layer 16 and basement rock 11.Improve operating efficiency.It is noted that during local flow improvement workbench 3
Selection workbench 3 structural strength is high, and the good position of stressing conditions carries out perforate, or splits out the corresponding part of workbench 3 temporarily
Structure, is easy to construction machinery to enter.
Pour before cushion cap, the first colligation cushion cap reinforcing bar on concrete cushion, and install mass concrete construction recirculated water
Pipe and thermometric component, to ensure that cushion cap 9 is smoothly carried out in order, construction effect is good.
The three wall steel cofferdams that the present invention is provided from solve at all single wall, Double-Wall Steel Boxed Cofferdam can not construction bearing platform embedment basement rock
Deeper bridge deepwater foundation construction difficult problem.Also, this three wall steel cofferdam can form working face earlier, be drilled in advance
Pile driving construction, more can guarantee that the bridge foundation construction duration.Meanwhile, the concreting between cofferdam main body 1, inwall 6 and midfeather 5
Layer 8 and the three of basement rock 11 form an entirety, and structure is firmer, can more meet the construction that water is deep, velocity ratio is larger
Operating mode.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
God is with principle, and any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (7)
1. a kind of deep water foundation bearing platform construction is with three wall steel cofferdams, it is characterised in that：Including in cofferdam main body and cofferdam main body
The inner support frame of side roof part and the workbench being arranged on inner support frame；The cofferdam main body includes successively from outside to inside
Outer wall, midfeather and inwall；The outer wall and midfeather are contour, and deep floor is provided between the two；The inwall is less than in described
Partition, therebetween provided with concrete lift；The cofferdam main body inside bottom position is provided with cushion cap, and the cushion cap bottom is provided with
Some concreting stakes.
2. a kind of deep water foundation bearing platform construction according to claim 1 is with three wall steel cofferdams, it is characterised in that：The interior branch
Support is truss structure.
3. a kind of deep water foundation bearing platform construction according to claim 1 is with three wall steel cofferdams, it is characterised in that：It is described outer
Wall, midfeather and inwall are welded and fixed integrated structure.
4. a kind of deep water foundation bearing platform construction according to claim 1 is with three wall steel cofferdams, it is characterised in that：The coagulation
Soil pours the inside that subterrane is stretched into stake.
5. a kind of construction method of the three wall steel cofferdams of deep water foundation bearing platform construction described in claim 1, it is characterised in that bag
Include following steps：
1. cofferdam main body in place and is anchored by precalculated position, inner support in place is installed on the top on the inside of the main body of cofferdam afterwards
Frame, then arranges workbench on inner support frame top；
2. groove milling equipment is arranged on workbench, using inwall to be oriented to, to below the main body of cofferdam in inwall and midfeather it
Between position basement rock groove milling hole；After slotted eye milling is complete, borehole cleaning, and hole wall mud and bottom hole sediment are cleaned out；
3. to step 2. in slotted eye carry out underwater concreting, make the concrete between cofferdam main body, inwall and midfeather
Basement rock triplicity below LIFT and cofferdam main body is an entirety；
4. rig is arranged on workbench, the basement rock in the main body of cofferdam is drilled, with steel pile casting at present, steel pile casting is passed through
In coating insertion basement rock；
5. after the completion of drilling, the water of cofferdam body interior is drained, more than basement rock unnecessary steel pile casting is cut off, and foundation ditch is carried out clear
Reason；
6. it is smooth to foundation ditch progress after the completion of foundation ditch cleaning, and concrete cushion of constructing, pour cushion cap.
6. a kind of construction method of three wall steel cofferdams of deep water foundation bearing platform construction according to claim 5, its feature exists
In：When clearing up foundation ditch, construction machinery is hung in the main body of cofferdam, the coating and basement rock in foundation ditch are cleared up.
7. a kind of construction method of three wall steel cofferdams of deep water foundation bearing platform construction according to claim 5, its feature exists
In：Pour before cushion cap, the first colligation cushion cap reinforcing bar on concrete cushion, and install mass concrete construction circulating water pipe and survey
Warm component.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610031823.XA CN105649094B (en) | 2016-01-18 | 2016-01-18 | A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method |
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| CN201610031823.XA CN105649094B (en) | 2016-01-18 | 2016-01-18 | A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method |
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| CN105649094B true CN105649094B (en) | 2017-10-31 |
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| CN107869144B (en) * | 2017-11-17 | 2023-07-18 | 中铁二十二局集团第四工程有限公司 | Comprehensive construction method for pre-cut ring-sealed double-wall steel cofferdam deep water foundation |
| CN109295990A (en) * | 2018-11-26 | 2019-02-01 | 中国铁建大桥工程局集团有限公司 | A kind of band opening blade foot has bottom steel boxed cofferdam |
| CN109371997A (en) * | 2018-12-04 | 2019-02-22 | 中铁六局集团有限公司 | A kind of double-wall cofferdam and pier construction method |
| CN110939148A (en) * | 2019-12-05 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Construction method of double-wall steel suspension box cofferdam serving as drilling platform |
| CN112281895A (en) * | 2020-11-24 | 2021-01-29 | 中交二航局第一工程有限公司 | Bearing platform structure for sandy gravel stratum and construction method |
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| JP4206165B2 (en) * | 1999-03-18 | 2009-01-07 | 前田建設工業株式会社 | Temporary deadline construction method |
| KR100383409B1 (en) * | 2000-04-19 | 2003-05-14 | (주)평화엔지니어링 | Construction Method of Direct Foundation for using Caisson |
| CN101182718A (en) * | 2007-12-05 | 2008-05-21 | 中铁大桥局股份有限公司 | Under water putting down construction method of large-sized double-walled steel suspension box-cofferdam |
| CN101368389B (en) * | 2008-09-24 | 2010-06-02 | 中铁大桥局集团第五工程有限公司 | Single and double-wall combined steel cofferdam construction method and its single and double-wall combined steel cofferdam |
| CN205530305U (en) * | 2016-01-18 | 2016-08-31 | 中国铁建大桥工程局集团有限公司 | Cushion cap construction of large -scale bridge deep water basis is with three wall steel cofferdams |
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