CN107059900B - A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer - Google Patents
A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer Download PDFInfo
- Publication number
- CN107059900B CN107059900B CN201710177243.6A CN201710177243A CN107059900B CN 107059900 B CN107059900 B CN 107059900B CN 201710177243 A CN201710177243 A CN 201710177243A CN 107059900 B CN107059900 B CN 107059900B
- Authority
- CN
- China
- Prior art keywords
- double
- gle
- image radiography
- wall sin
- sin
- 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
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- 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)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a kind of construction methods that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer, including Double-wall sin-gle-image radiography, fashioned iron distribution beam, jack, pile foundation steel pile casting, Larsen steel sheet pile, steel ring beam, guiding device, hydraulic power unit, control computer and sand-pebble layer.Construction method of the present invention can close the soil body below Double-wall sin-gle-image radiography, to secure sandy gravel side's amount in cofferdam, effectively reduce the suck sediment subsidence time, hence it is evident that accelerate sinking of cofferdam speed；The stability that Double-wall sin-gle-image radiography can be improved has the function that separate the outside soil body in Double-wall sin-gle-image radiography, and is equipped with steel ring beam at the top of Larsen steel plate, can play the purpose in firm steel sheet-pile cofferdam aperture；Larsen steel sheet pile is arranged on the outside of Double-wall sin-gle-image radiography, closing cyclization, so that Double-wall sin-gle-image radiography can smoothly sink in the enclosure space that steel sheet pile is formed, can also provide operating space for the lower segment of welding after Double-wall sin-gle-image radiography implantation.
Description
Technical field
Water blocking, soil-baffling structure the present invention relates to one kind across (sea) river bridge foundation, specially a kind of double-walled steel jacket box enclose
The construction method that weir quickly sinks in sand-pebble layer belongs to civil engineering technical field.
Background technique
Different with geological conditions according to constructing, the water-retaining structure of bridge deepwater foundation has Double-wall sin-gle-image radiography, steel sheet pile
The diversified forms such as cofferdam, reinforced concrete bi-flexural beam, Double-wall sin-gle-image radiography are water blocking, the soil-baffling structure on a kind of bridge bearing platform basis
It is also used as bearing platform construction template, bottomless uncovered, generally by blade foot, inside and outside siding, shifting board, perpendicular rib, circumferential reinforcement simultaneously
The part such as plate, reinforcing prop section forms, and generally there are two types of forms of construction work for Double-wall sin-gle-image radiography, and one is whole transportation by drivings in place, separately
One is assembly in situ, Double-wall sin-gle-image radiography sinking generally needs guiding through water flow layer, soil layer, according to soil layer geological condition difference
Using different sinking modes, for sand-pebble layer generally by the way of sand suction pipe suck sediment subsidence, rock stratum is generally adopted
With modes such as explosion, impacts；Sinking of cofferdam to the underwater bottom concrete of design position after-pouring forms sealing, earth-retaining cofferdam, steel
Sheet pile realizes deep basal pit water blocking, earth-retaining by stiffness by itself and strict fore shaft.
With the development that the infrastructure such as bridge field makes rapid progress, bridge construction duration schedule requirement is higher and higher, bridge
Beam underwater cofferdam and foundation construction duration are often difficult to control because of many uncertain factors, particularly with regard to bridge foundation
Suck sediment subsidence speed of the Double-wall sin-gle-image radiography in soil layer is directly inhaled under mud after traditional Double-wall sin-gle-image radiography sinking implantation
It is sink to design position, mud reality side amount is inhaled and is far longer than the mobility such as vertical volume more particularly to sandy gravel below cofferdam
Preferable stratum is inhaled mud construction and is often taken time and effort.Therefore, propose a kind of Double-wall sin-gle-image radiography in sand ovum regarding to the issue above
The construction method quickly sunk in stone stratum.
Summary of the invention
The object of the invention is that providing a kind of Double-wall sin-gle-image radiography to solve the above-mentioned problems in sandy gravel
The construction method quickly sunk in layer.
The present invention is achieved through the following technical solutions above-mentioned purpose, and a kind of Double-wall sin-gle-image radiography is in sand-pebble layer
The construction method quickly sunk, including following construction procedure:
A, four corners install pile foundation steel pile casting inside sand-pebble layer；Pile foundation steel pile casting top is arranged fashioned iron and distributes
Beam, and four jack are uniformly arranged at the top of fashioned iron distribution beam；The equal synchronous effect of the jack, and four jack connect
It is connected to hydraulic power unit；The hydraulic power unit is electrically connected control computer；
B, using four synchronous effect jack simultaneously jack up coxopodite Double-wall sin-gle-image radiography, Double-wall sin-gle-image radiography with
Under guiding device guidance between pile foundation steel pile casting, Double-wall sin-gle-image radiography is uniformly transferred to sand-pebble layer inside until certainly
It is floating, and storehouse water filling makes it sink until Double-wall sin-gle-image radiography implantation in Double-wall sin-gle-image radiography；
C, after Double-wall sin-gle-image radiography implantation is stablized, high next section Double-wall sin-gle-image radiography is connect, saves double-walled steel jacket box herein
While the welded in place of cofferdam, along Double-wall sin-gle-image radiography outboard vibrations inserting piling Larsen steel sheet pile, Larsen steel sheet pile inserting piling is to setting
The scheduled anchorage depth in Double-wall sin-gle-image radiography bottom or less is counted, and one of fashioned iron collar tie beam is set in Larsen steel sheet pile top opening；
D, Larsen steel sheet pile and Double-wall sin-gle-image radiography after the installation is completed, are inhaled mud method pump drainage double-walled steel jacket box using water knife and are enclosed
Large area sandy gravel within the range of weir, local blade foot region cooperate sand suction pipe to add the accurate pump drainage of hose using diver.
Preferably, the Larsen steel sheet pile inserting piling intervention time in the step C be Double-wall sin-gle-image radiography implantation after, will under
Synchronous with the welding of Double-wall sin-gle-image radiography segment to carry out after one section Double-wall sin-gle-image radiography is hung in place, Larsen steel sheet pile is inserted
It is substantially consistent with single-unit Double-wall sin-gle-image radiography splicing speed to beat speed.
Preferably, the Larsen steel sheet pile in the step C is arranged on the outside of Double-wall sin-gle-image radiography, closing cyclization, and
There are the spaces of 100cm or so between Larsen steel sheet pile and Double-wall sin-gle-image radiography.
Preferably, the Larsen steel sheet pile inserting piling depth in the step C is reaching Double-wall sin-gle-image radiography design blade foot mark
On the basis of height, it is still necessary to certain anchorage depth that sinks, this anchorage depth can bear two sides imbalance hydraulic pressure with steel sheet pile as degree.
Preferably, the water knife suck sediment subsidence method in the step D, holds high-pressure water pipe imderwater cutting sandy gravel using diver
Middle part glued layer, pneumatic tube adhere to Φ 325mm sand suction pipe, and high pressure gas forms negative pressure of vacuum in sand suction pipe bottom, in negative pressure
Under effect, sandy gravel and glued layer with outside water mixing pump drainage to Double-wall sin-gle-image radiography.
Preferably, mud is inhaled in Double-wall sin-gle-image radiography blade foot region in the step D, high pressure water is held using diver
Rifle is punched cofferdam blade foot, and the hose for taking out the connection of sandpipe bottom is goed deep into cofferdam blade foot and excludes sandy gravel and part glued layer.
The beneficial effects of the present invention are: this kind of construction method can close the soil body below Double-wall sin-gle-image radiography,
To secure the amount of the sandy gravel side in cofferdam, the suck sediment subsidence time is effectively reduced, hence it is evident that accelerate sinking of cofferdam speed；It is logical
It crosses scheduled anchorage depth below Larsen steel sheet pile inserting piling to design Double-wall sin-gle-image radiography bottom, double-walled steel jacket box can be improved and enclose
The stability on weir has the function that separate the outside soil body in Double-wall sin-gle-image radiography, and is equipped with steel ring at the top of Larsen steel plate
Beam can play the purpose in firm steel sheet-pile cofferdam aperture；Larsen steel sheet pile is arranged on the outside of Double-wall sin-gle-image radiography, closing at
Ring can also enclose so that Double-wall sin-gle-image radiography can smoothly sink in the enclosure space that steel sheet pile is formed for double-walled steel jacket box
The lower segment of welding provides operating space after the implantation of weir.
Detailed description of the invention
Fig. 1 is the schematic view of facade structure of construction method of the present invention；
Fig. 2 is overlooking structure diagram of the present invention.
In figure: 1, Double-wall sin-gle-image radiography, 2, fashioned iron distribution beam, 3, jack, 4, pile foundation steel pile casting, 5, Larsen steel plate
Stake, 6, steel ring beam, 7, guiding device, 8, hydraulic power unit, 9, control computer, 10, sand-pebble layer.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
It please refers to shown in Fig. 1-2, a kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer, wraps
Include following construction procedure:
A, pile foundation steel pile casting 4 is installed in 10 inside four corners of sand-pebble layer, pile foundation steel pile casting 4 connects high height and depends on applying
The absolute altitude of work high water level, the absolute altitude of platform for lining, the height in cofferdam and the length of boom of 3-5m；4 top of pile foundation steel pile casting
Fashioned iron distribution beam 2 is set, and is uniformly arranged four jack 3 at the top of fashioned iron distribution beam 2；The equal synchronous effect of jack 3,
And four jack 3 are connected to hydraulic power unit 8；The hydraulic power unit 8 is electrically connected control computer 9, fashioned iron distribution beam 2
The maximum support reaction that quantity should be transmitted by jack 3 is calculated by bending resistance and partial pressing and is chosen, and fashioned iron distribution beam 2 is general
Using H profile steel or I-steel, it need to be securely welded to connect with base steel pile casting 4, ribbed stiffener is set when necessary, and joint length depends on
In the distance between base steel pile casting 4 and cofferdam suspension centre, it should still meet the size of jack 3；
B, coxopodite Double-wall sin-gle-image radiography 1 is jacked up simultaneously using four synchronous effect jack 3, in Double-wall sin-gle-image radiography
Under guiding device 7 between 1 and pile foundation steel pile casting 4 guides, Double-wall sin-gle-image radiography 1 is uniformly inside decentralization to sand-pebble layer 10
Until from floating, and in Double-wall sin-gle-image radiography 1, storehouse water filling makes it sink until 1 implantation of Double-wall sin-gle-image radiography；
C, after 1 implantation of Double-wall sin-gle-image radiography is stablized, high next section Double-wall sin-gle-image radiography 1 is connect, saves double-walled steel bushing herein
While 1 welded in place of cofferdam, along 1 outboard vibrations inserting piling Larsen steel sheet pile 5 of Double-wall sin-gle-image radiography, Larsen steel sheet pile 5 is main
There are two kinds of common models of Lashen IV type and Larsen VI type, is tried to insert the model for determining steel sheet pile according to strata condition, when being not easy to
It when examination inserts determining, can be calculated according to soil layer frictional resistance, below 5 inserting piling of Larsen steel sheet pile to design 1 bottom of Double-wall sin-gle-image radiography
Scheduled anchorage depth, and one of fashioned iron collar tie beam 6 is set in 5 top opening of Larsen steel sheet pile, play firm steel sheet-pile cofferdam aperture
Purpose；
D, Larsen steel sheet pile 5 and Double-wall sin-gle-image radiography 1 after the installation is completed, inhale mud method pump drainage double-walled steel jacket box using water knife
Large area sandy gravel within 1 range of cofferdam, local blade foot region cooperate sand suction pipe to add the accurate pump drainage of hose using diver.
As a kind of technical optimization scheme of the invention, the 5 inserting piling intervention time of Larsen steel sheet pile in the step C is double
After 1 implantation of wall steel boxed cofferdam, after next section Double-wall sin-gle-image radiography 1 is hung in place, spelled with 1 segment of Double-wall sin-gle-image radiography
Weldering is synchronous to be carried out, and 5 inserting piling speed of Larsen steel sheet pile is substantially consistent with the splicing of single-unit Double-wall sin-gle-image radiography 1 speed, so that drawing
Gloomy 5 inserting piling of steel sheet pile is simultaneously not take up the critical circuits duration, to substantially increase construction progress.
As a kind of technical optimization scheme of the invention, the Larsen steel sheet pile 5 in the step C is arranged in double-walled steel jacket box
The outside of cofferdam 1, closing cyclization, and there are the space of 100cm or so between Larsen steel sheet pile 5 and Double-wall sin-gle-image radiography 1, one
Aspect, so that Double-wall sin-gle-image radiography 1 can smoothly sink in the enclosure space that steel sheet pile 5 is formed；It on the other hand, is double-walled
The lower segment of welding provides operating space after 1 implantation of steel boxed cofferdam.
As a kind of technical optimization scheme of the invention, the 5 inserting piling depth of Larsen steel sheet pile in the step C is reaching double
On the basis of wall steel boxed cofferdam designs blade foot absolute altitude, it is still necessary to certain anchorage depths that sinks, this anchorage depth is with Larsen steel plate
Stake 5 can bear two sides imbalance hydraulic pressure as degree, improve the support effect of Larsen steel sheet pile 5, reach partition Double-wall sin-gle-image radiography 1
The effect of the interior outside soil body.
As a kind of technical optimization scheme of the invention, water knife suck sediment subsidence method in the step D is held using diver
Local glued layer, pneumatic tube adhere to Φ 325mm sand suction pipe in high-pressure water pipe imderwater cutting sandy gravel, and high pressure gas is at sand suction pipe bottom
Portion forms negative pressure of vacuum, under the action of negative pressure, sandy gravel and glued layer with outside water mixing pump drainage to Double-wall sin-gle-image radiography 1, reality
Sandy gravel and glued layer mixture is now quickly discharged, pumping sand equipment used in the water skill in using a kitchen knife in cookery is by pumping sandpipe, attachment tracheae and portable type
High-pressure water pipe composition takes out the L-type seamless steel pipe that sandpipe is diameter 325mm, 45 ° of welding obliquely at the port for going deep into sandy gravel
Steel tube head, high-pressure air pipe are connected firmly with steel tube head, and high-pressure water pipe, high-pressure air pipe power are from air compressor machine.
As a kind of technical optimization scheme of the invention, the 1 blade foot region of Double-wall sin-gle-image radiography in the step D is inhaled
Mud holds giant punching cofferdam blade foot using diver, the hose for taking out the connection of sandpipe bottom is goed deep into cofferdam blade foot and is excluded
Sandy gravel and part glued layer accelerate the velocity of discharge.
In the use of the present invention, sinking of cofferdam is divided into three phases, it is specific as follows:
First stage, into wedging water, buoyancy and gravity balance each other after certain depth from cofferdam not yet wedging water, this rank
Duan Chongli is greater than buoyancy, and cofferdam can sink under the effect of gravity, mode of specifically sinking are as follows: by fining twisted steel spiral shell below jack
Mother tightens, and top fining twisted steel nut unclamps, and jack 3 jacks 20cm or so, tightens square nut, unclamps lower square nut,
Cofferdam sinks 20cm under Gravitative Loads, circuits sequentially until the first stage terminates；
Second stage can not sink down into sinking of cofferdam implantation from cofferdam under Gravitative Loads, this stage cofferdam gravity and floating
Power is equal, fills the water in cofferdam wall body, mode of specifically sinking are as follows: synchronizes in each compartment of Double-wall sin-gle-image radiography 1 uniformly
Water filling, water filling depth depends on having transferred cofferdam to emerge 1.5-2m with to spreading cofferdam, to facilitate cofferdam spreading to construct；
Phase III extremely designs weir bottom absolute altitude from cofferdam implantation to sinking of cofferdam, this stage sinking of cofferdam need to be in compartment
Batten down concrete is poured, so that the soil layer frictional resistance that cofferdam total force is greater than the buoyancy of water and need to overcome, mode of specifically sinking
For a section cofferdam under spreading on the stable steel boxed cofferdam of implantation, synchronous with this, inserting piling steel sheet pile will enclose on the outside of cofferdam
The soil body is isolated inside and outside weir；Then, local glued layer in high-pressure water pipe imderwater cutting sandy gravel, pneumatic tube attachment are held using diver
Φ 325mm sand suction pipe, high pressure gas form negative pressure of vacuum in sand suction pipe bottom, under the action of negative pressure, sandy gravel and glued layer with
Outside water mixing pump drainage to Double-wall sin-gle-image radiography 1；Mud is inhaled in 1 blade foot region of Double-wall sin-gle-image radiography, using the hand-held height of diver
It presses hydraulic giant to be punched cofferdam blade foot, the hose for taking out the connection of sandpipe bottom is goed deep into cofferdam blade foot and excludes sandy gravel and part glued layer.
It is obvious to a person skilled in the art that invention is not limited to the details of the above exemplary embodiments, Er Qie
In the case where without departing substantially from spirit or essential attributes of the invention, the present invention can be realized in other specific forms.Therefore, no matter
From the point of view of which point, the present embodiments are to be considered as illustrative and not restrictive, and the scope of the present invention is by appended power
Benefit requires rather than above description limits, it is intended that all by what is fallen within the meaning and scope of the equivalent elements of the claims
Variation is included within the present invention.Any reference signs in the claims should not be construed as limiting the involved claims.
In addition, it should be understood that although this specification is described in terms of embodiments, but not each embodiment is only wrapped
Containing an independent technical solution, this description of the specification is merely for the sake of clarity, and those skilled in the art should
It considers the specification as a whole, the technical solutions in the various embodiments may also be suitably combined, forms those skilled in the art
The other embodiments being understood that.
Claims (6)
1. a kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer, which is characterized in that including following
Construction procedure:
A, in internal four corners installation pile foundation steel pile casting (4) of sand-pebble layer (10)；Pile foundation steel pile casting (4) the top setting type
Steel distribution beam (2), and four jack (3) are uniformly arranged at the top of fashioned iron distribution beam (2)；The jack (3) is synchronous to be made
With, and four jack (3) are connected to hydraulic power unit (8)；The hydraulic power unit (8) is electrically connected control computer (9)；
B, coxopodite Double-wall sin-gle-image radiography (1) is jacked up simultaneously using four synchronous effect jack (3), in Double-wall sin-gle-image radiography
(1) under guiding device (7) guidance between pile foundation steel pile casting (4), Double-wall sin-gle-image radiography (1) is uniformly transferred to sandy gravel
Layer (10) is internal until making it sink until Double-wall sin-gle-image radiography (1) from floating, and in the interior storehouse water filling of Double-wall sin-gle-image radiography (1)
Implantation；
C, after Double-wall sin-gle-image radiography (1) implantation is stablized, high next section Double-wall sin-gle-image radiography (1) is connect, saves double-walled steel bushing herein
While cofferdam (1) welded in place, along Double-wall sin-gle-image radiography (1) outboard vibrations inserting piling Larsen steel sheet pile (5), Larsen steel plate
Stake (5) inserting piling is set in Larsen steel sheet pile (5) top opening to designing the scheduled anchorage depth in Double-wall sin-gle-image radiography (1) bottom or less
Set one of fashioned iron collar tie beam (6)；
D, Larsen steel sheet pile (5) and Double-wall sin-gle-image radiography (1) after the installation is completed, inhale mud method pump drainage double-walled steel jacket box using water knife
Large area sandy gravel within cofferdam (1) range, local blade foot region cooperate sand suction pipe that hose is added accurately to take out using diver
Row.
2. the construction method that a kind of Double-wall sin-gle-image radiography according to claim 1 quickly sinks in sand-pebble layer,
It is characterized by: Larsen steel sheet pile (5) the inserting piling intervention time in the step C is general after Double-wall sin-gle-image radiography (1) implantation
It is synchronous with Double-wall sin-gle-image radiography (1) segment welding to carry out after next section Double-wall sin-gle-image radiography (1) hangs in place, Larsen
Steel sheet pile (5) inserting piling speed is substantially consistent with single-unit Double-wall sin-gle-image radiography (1) splicing speed.
3. the construction method that a kind of Double-wall sin-gle-image radiography according to claim 1 quickly sinks in sand-pebble layer,
It is characterized by: the Larsen steel sheet pile (5) in the step C is arranged on the outside of Double-wall sin-gle-image radiography (1), closing cyclization, and
And there are the spaces of 100cm or so between Larsen steel sheet pile (5) and Double-wall sin-gle-image radiography (1).
4. the construction method that a kind of Double-wall sin-gle-image radiography according to claim 1 quickly sinks in sand-pebble layer,
It is characterized by: Larsen steel sheet pile (5) the inserting piling depth in the step C is reaching Double-wall sin-gle-image radiography (1) design blade foot
On the basis of absolute altitude, it is still necessary to certain anchorage depth that sinks, this anchorage depth can bear two sides imbalance with Larsen steel sheet pile (5)
Hydraulic pressure is degree.
5. the construction method that a kind of Double-wall sin-gle-image radiography according to claim 1 quickly sinks in sand-pebble layer,
It is characterized by: the water knife suck sediment subsidence method in the step D, holds office in high-pressure water pipe imderwater cutting sandy gravel using diver
Portion's glued layer, pneumatic tube adhere to Φ 325mm sand suction pipe, and high pressure gas forms negative pressure of vacuum in sand suction pipe bottom, in suction function
Under, sandy gravel and glued layer and water mixing pump drainage to Double-wall sin-gle-image radiography (1) are outside.
6. the construction method that a kind of Double-wall sin-gle-image radiography according to claim 1 quickly sinks in sand-pebble layer,
It is characterized by: mud is inhaled in Double-wall sin-gle-image radiography (1) the blade foot region in the step D, giant is held using diver
It is punched cofferdam blade foot, the hose for taking out the connection of sandpipe bottom is goed deep into cofferdam blade foot and excludes sandy gravel and part glued layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710177243.6A CN107059900B (en) | 2017-03-23 | 2017-03-23 | A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710177243.6A CN107059900B (en) | 2017-03-23 | 2017-03-23 | A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107059900A CN107059900A (en) | 2017-08-18 |
| CN107059900B true CN107059900B (en) | 2019-04-23 |
Family
ID=59621218
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710177243.6A Active CN107059900B (en) | 2017-03-23 | 2017-03-23 | A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107059900B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN108360541B (en) * | 2018-03-14 | 2020-04-03 | 兰州理工大学 | Guide device for guiding pebble soil foundation steel sheet pile to sink and using method |
| CN111119212A (en) * | 2019-12-18 | 2020-05-08 | 中建三局基础设施建设投资有限公司 | Construction method for sinking double-wall steel cofferdam under deep clay layer condition |
| CN115233711A (en) * | 2022-07-19 | 2022-10-25 | 中铁大桥局集团第二工程有限公司 | Double-wall steel sleeve box cofferdam construction method for pebble river bed |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101962954A (en) * | 2010-09-27 | 2011-02-02 | 中铁大桥局集团第一工程有限公司 | Cylindrical steel boxed cofferdam and construction method thereof |
| CN102094429A (en) * | 2011-01-12 | 2011-06-15 | 广东省长大公路工程有限公司 | Lowering control method of double-wall steel cofferdam |
| CN102409688A (en) * | 2011-08-16 | 2012-04-11 | 中建三局建设工程股份有限公司 | Construction method of steel plate pile cofferdam |
| CN102409690A (en) * | 2011-09-21 | 2012-04-11 | 长沙理工大学 | Construction method for synchronously lowering bottomless double-walled steel case cofferdam through multiple continuous jacks |
-
2017
- 2017-03-23 CN CN201710177243.6A patent/CN107059900B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101962954A (en) * | 2010-09-27 | 2011-02-02 | 中铁大桥局集团第一工程有限公司 | Cylindrical steel boxed cofferdam and construction method thereof |
| CN102094429A (en) * | 2011-01-12 | 2011-06-15 | 广东省长大公路工程有限公司 | Lowering control method of double-wall steel cofferdam |
| CN102409688A (en) * | 2011-08-16 | 2012-04-11 | 中建三局建设工程股份有限公司 | Construction method of steel plate pile cofferdam |
| CN102409690A (en) * | 2011-09-21 | 2012-04-11 | 长沙理工大学 | Construction method for synchronously lowering bottomless double-walled steel case cofferdam through multiple continuous jacks |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107059900A (en) | 2017-08-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103205978B (en) | High-permeability zone under-water-level elevator foundation pit open caisson moulding bed construction method | |
| CN107059900B (en) | A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer | |
| CN107524138B (en) | Construction method of ultra-deep foundation pit underground diaphragm wall | |
| CN104196034B (en) | A kind of utilize steel sheet pile as the foundation ditch construction method in supporting cofferdam | |
| CN102094425B (en) | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam | |
| CN106381866A (en) | Construction method of ultra-deep underground diaphragm wall in water-rich soft-soil area | |
| CN105569064B (en) | A kind of setting formula construction of Open Caisson Foundation method suitable for deep water drift net | |
| CN106759379A (en) | A kind of construction method of the asymmetric water-stop curtain of foundation ditch | |
| CN101864765A (en) | Two-way stirring based SMW construction method and tri-axial stirring equipment | |
| CN103821219A (en) | Top pipe construction modification inspection well construction method | |
| CN109113086B (en) | A kind of steel reinforced concrete combined cofferdam construction method in deep water exposed bedrock riverbed area | |
| CN105220703B (en) | Enclosing type deepwater platform construction method based on condition of sand backfilling balance method | |
| CN105275381A (en) | Drilling construction method for water-rich cobble stratum by utilizing impact drill | |
| CN102430277B (en) | Coarse grid sunk well for physically processing waste water and construction method thereof | |
| CN102635113A (en) | Construction method for hydraulic vibrating sinking pipe cast-in-place piles | |
| CN108221688A (en) | Ultra-deep-water main pier bearing platform cofferdam construction method | |
| CN207092107U (en) | A kind of anti-subsidence structure using diaphram wall | |
| CN105649094B (en) | A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method | |
| CN106592605A (en) | Construction method of foundation pit bracing with tri-axial stirring piles overlapped with reinforced concrete cast-in-place piles to be driven | |
| CN113737780A (en) | Underwater rock-socketed concrete pile and construction method thereof | |
| CN211113714U (en) | Thin-wall full-surrounding embedded foundation suitable for rock foundation | |
| CN106545020A (en) | A kind of construction method of deep foundation pit support | |
| CN103015446A (en) | Method for constructing bearing platform on deepwater and rigid impermeable layer | |
| CN207714348U (en) | A kind of deep basal pit fast rainfall device | |
| CN106223355A (en) | 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 |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address |
Address after: 40/F, New Era Business Center, 456 Wuluo Road, Wuhan, Hubei 430064 Patentee after: CCTEB INFRASTRUCTURE CONSTRUCTION INVESTMENT CO.,LTD. Patentee after: CHINA CONSTRUCTION THIRD CONSTRUCTION ENGINEERING Co.,Ltd. Address before: 40/F, New Era Business Center, No. 456, Wuluo Road, Wuchang District, Wuhan, Hubei 430000 Patentee before: CCTEB INFRASTRUCTURE CONSTRUCTION Co.,Ltd. Patentee before: CHINA CONSTRUCTION THIRD CONSTRUCTION ENGINEERING Co.,Ltd. |
|
| CP03 | Change of name, title or address | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20221202 Address after: 40/F, New Era Business Center, 456 Wuluo Road, Wuhan, Hubei 430064 Patentee after: CCTEB INFRASTRUCTURE CONSTRUCTION INVESTMENT CO.,LTD. Patentee after: CHINA CONSTRUCTION THIRD CONSTRUCTION ENGINEERING Co.,Ltd. Patentee after: China Construction Third Engineering Bureau Science and Innovation Industry Development Co.,Ltd. Address before: 40/F, New Era Business Center, 456 Wuluo Road, Wuhan, Hubei 430064 Patentee before: CCTEB INFRASTRUCTURE CONSTRUCTION INVESTMENT CO.,LTD. Patentee before: CHINA CONSTRUCTION THIRD CONSTRUCTION ENGINEERING Co.,Ltd. |
|
| TR01 | Transfer of patent right |