CN102086645A - Socketed pile and construction method thereof - Google Patents
Socketed pile and construction method thereof Download PDFInfo
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- CN102086645A CN102086645A CN 200910258616 CN200910258616A CN102086645A CN 102086645 A CN102086645 A CN 102086645A CN 200910258616 CN200910258616 CN 200910258616 CN 200910258616 A CN200910258616 A CN 200910258616A CN 102086645 A CN102086645 A CN 102086645A
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Abstract
The invention discloses a socketed pile and a construction method thereof. The socketed pile comprises a sleeve and an inner tube which is pre-filled with concrete; one end of the inner tube is positioned in a pile hole, and the other end of the inner tube stretches into the sleeve; a slurry injection tube is pre-buried into the concrete of the inner tube; aggregate concrete is filled in gaps among the outside of the inner tube and the pile hole and the sleeve, so the inner tube is connected with the sleeve into a whole; a slurry discharge tube is arranged inside the sleeve; and the bottom end of the slurry discharge tube and the bottom end of the slurry injection tube are respectively inserted into the concrete aggregate. By adoption of the construction method and the socketed pile, the inner tube is inserted into a socketed part, so the bending resistance of the part is enhanced greatly; meanwhile, the concrete outside the inner tube is formed by slurry injection after the aggregate is pre-filled, so the inner tube and the sleeve form the whole, and an aim of increasing the horizontal bearing capacity of the socketed pile is achieved.
Description
Technical field
The present invention relates to ocean engineering, relate to a kind of socketed pile of building in rock mass specifically.
The invention still further relates to a kind of job practices that applies to ocean engineering, is a kind of job practices of socketed pile specifically.
Background technology
In recent years, along with improving constantly of construction technology level, the application of Big-Diameter Rock-Embedded Pile more and more widely in the ocean engineering.For certain thickness weak soil covering layer is arranged above the basement rock but covering layer soil nature extreme difference can not satisfy the geological conditions of high pile pier structure driven pile requirement for bearing capacity, can adopt the method for oblique pile embedding in rock or anchor rock to improve the axial bearing capacity of foundation pile.Higher for bedrock surface, above it overlying soil very thin in addition the disappearance overlying soil geological conditions, the general Gravity harf structure that adopts of past, if the scar fluctuations is big or the depth of water is darker, the engineering cost and the difficulty of construction of the riprap foundation of Gravity harf structure will be increased greatly.In this case, the straight pile embedding in rock of major diameter possesses certain Its ultimate bearing capacity and the depth of water (or scar) is changed compliance characteristics preferably because of it, can be used as the foundation pile of long piled wharf, compares with adopting Gravity harf structure, certain economic is arranged, therefore use more.
The straight pile embedding in rock of major diameter generally adopts the steel bushing pile sinking to scar, utilizes the pile foundation of steel bushing as embedding rock operation platform.Because the durability of cast-in-situ concrete is relatively poor relatively, therefore steel bushing is taked anti-corrosion measure in the ocean engineering, make its concrete in steel bushing become encased structures, higher bending resistance is arranged.But at the scar place, owing to there is not the cuff effect of sleeve, the bending resistance of cast-in-situ steel reinforced concrete pile body descends greatly, becomes the weak spot of whole pile body.For the socketed pile that certain overlying soil is arranged on the scar, soil layer can suitably reduce the pile body moment of flexure at scar place to the lateral reaction of sleeve, so contradiction is so not outstanding.But socketed pile for disappearance overlying soil on the scar, the maximal bending moment point of pile body is exactly at the scar place, therefore the deficiency of the pile body bending resistance at this place just becomes the key factor of decision socketed pile cross dimensions, the way of generally having to take to strengthen the socketed pile diameter satisfies the horizontal bearing capacity requirement, has increased engineering cost and difficulty of construction.
Therefore need a kind of novel socketed pile, adopt the technology of plantation concrete filled steel tube, under the situation that does not increase diameter, improve the bending resistance shear resistance at scar place greatly; Simultaneously, also need on engineering, to realize the job practices of this socketed pile.
Summary of the invention
The technical problem to be solved in the present invention provides a kind of novel socketed pile, can improve the bending resistance that the embedding petrosa divides, thereby reduces the diameter of socketed pile.
Another technical problem that the present invention will solve provides a kind of job practices that can realize above-mentioned socketed pile.
For solving first technical problem, the present invention by the following technical solutions:
A kind of socketed pile, comprise sleeve, the interior pipe that also comprises prepacked aggregate concrete, Guan Yiduan is in the stake hole in described, and the other end stretches into sleeve, and Grouting Pipe is embedded in the interior pipe concrete in advance, outside interior pipe with the gap of a stake hole, sleeve in the filler aggregate concrete, pipe fuses with sleeve in making, and also establishes outlet pipe in the sleeve, and the bottom of described outlet pipe and the bottom of Grouting Pipe respectively insert in the concrete aggregate.
Preferably, the concrete in described in pipe, the interior pipe, with Grouting Pipe be one.
Preferably, the concrete in the gap of a described interior pipe and a stake hole, sleeve forms by the mode of prepacked aggregate grouting behind shaft or drift lining, and concrete aggregate adopts gravel.
Preferably, described outlet pipe and Grouting Pipe respectively have a plurality of, and quantity is identical, the position is corresponding.
Preferably, the bottom of described Grouting Pipe inserts in the bottom of aggregate concrete, and the bottom of outlet pipe inserts in the top of aggregate concrete.
Preferably, fill the concrete by catheterized reperfusion in the described sleeve, the top of Grouting Pipe, outlet pipe exceeds the sleeve top.
For solving second technical problem, the present invention by the following technical solutions:
A kind of job practices of socketed pile may further comprise the steps:
1) sinking sleeve;
2) embedding rock pore-forming;
3) backfill aggregate at the bottom of hole, stake hole;
4) pipe in the concrete filled steel tube of the pre-buried Grouting Pipe of sinking inserts in the aggregate at the bottom of the Grouting Pipe pipe;
5) backfill aggregate in the gap of interior pipe and a stake hole, interior pipe and sleeve, outlet pipe inserts in the aggregate top;
6) perfusion sleeve inner concrete;
7) be pressed into cement paste by Grouting Pipe, cement paste enters in the aggregate space, forms aggregate concrete, simultaneously water in the space and mud is discharged by outlet pipe.
Preferably, described step 2) in, meet strong-weathered rock or sandy gravel stratum down when sleeve, described embedding rock pore-forming adopts mud off.
Preferably, described step 2) in, on scar, lacks overlying soil, need the steady stake of artificial rubble bedding, the gap of segregating concrete sealing sleeve and scar not under the first priming petock before the embedding rock.
Preferably, in the described step 6), adopt catheterized reperfusion.
Preferably, in the described step 7), adopt slip casing by pressure.
Job practices that employing the present invention relates to and socketed pile, owing in the embedding petrosa divides the insertion concrete filled steel tube, manage, improved the bending resistance of this part greatly, the prepacked aggregate grouting behind shaft or drift lining has formed the outer concrete of interior pipe simultaneously, pipe becomes integral body with sleeve in making, thereby reaches the purpose that improves the socketed pile horizontal bearing capacity.
Description of drawings
Fig. 1 is the socketed pile that the present invention relates to.
The specific embodiment
Referring to Fig. 1, pipe 1 and sleeve 4 in socketed pile comprises, interior pipe 1 one ends stretch in the basement rock stake hole, and the other end stretches in the sleeve 4.Interior pipe 1 comprises the concrete of filling in steel pipe, the steel pipe, and inserts in the Grouting Pipe 2 in the concrete, manages 1 until stretching out in Grouting Pipe 2 is passed.Concrete and Grouting Pipe 2 all are formed in the steel pipe in advance, form one with steel pipe, i.e. pipe 1 in the concrete filled steel tube.Interior pipe 1 external diameter is littler than a stake hole internal diameter, sleeve 4 internal diameters, therefore in interior pipe 1 bottom, all has the gap between pipe 1 outer wall and stake hole, the sleeve 4 in reaching, and the gap is filled by aggregate concrete, and gravel is as aggregate.Pipe 1 became one with sleeve 4 in aggregate concrete can make, because scar 6 can't completely dock with sleeve 4, aggregate concrete can be eliminated the gap of a hole and sleeve, made a hole and extraneous sealing.By the catheterized reperfusion concrete, also establish outlet pipe 3 in the sleeve 4, outlet pipe 3 one ends insert in the aggregate concrete, and the other end and Grouting Pipe 2 are the same need stretch out sleeve 4.Outlet pipe 3 should be corresponding to some extent on quantity and position with Grouting Pipe 2, preferably, can establish 2～4 Grouting Pipe and 2～4 outlet pipes.
Insert interior pipe that the embedding petrosa divides concrete perfusion in advance, and stretching into certain-length in the sleeve.Pipe can improve the horizontal bearing capacity that the embedding petrosa divides greatly in this concrete filled steel tube, but requires also higher to the concrete construction in the socketed pile.Particularly, when embedding rock drilling construction adopts mud off, the general tremie method fluid concrete that adopts, the conduit mouth of pipe that is fluid concrete is embedded in the concrete the inside all the time in casting process, and promote the conduit mouth of pipe synchronously along with the lifting of concrete surface, utilize concrete that mud and concrete laitance jacking are gone out the socketed pile sleeve.Because the existence of pipe in the concrete filled steel tube, the conduit of fluid concrete can only descend interior pipe top, therefore between tube outside and the sleeve and and embedding petrosal foramen wall between the space can't replace mud with concrete.For lacking covering layer on the scar, sleeve can arrive at the socketed pile of scar, can be without mud off embedding rock pore-forming, but since in the concrete filled steel tube pipe and sleeve and and embedding petrosal foramen wall between be full of the water of chaos, if without the tremie method fluid concrete, then the concrete of down pouring into a mould from interior pipe top can cause under the effect of water that water content increases and segregation phenomenon, and be difficult to guarantee that concrete is full of all outer spaces of interior pipe, consequently reduce the bearing capacity of concrete strength and socketed pile greatly.
The present invention makes the interior pipe of concrete filled steel tube become integral body with socketed pile, thereby reaches the purpose of raising socketed pile horizontal bearing capacity by the concrete outside the method formation concrete filled steel tube that adopts the prepacked aggregate grouting behind shaft or drift lining.The Grouting Pipe slip casing by pressure of the perfusion of aggregate concrete by being provided with replaced away water in the gap and mud by outlet pipe again, can make concrete fully be filled in the gap, also improved the bending resistance shear resistance of pile body in the scar position.
Work progress is as follows:
1, according to pipe and socketed pile (sleeve) diameter in the needed horizontal bearing capacity calculation Design of the socketed pile concrete filled steel tube, preferably, sleeve can adopt steel bushing;
2, sinking sleeve;
3, remove the interior overlying soil of sleeve, embedding rock pore-forming.Meet as having below the sleeve that water is easily softening, the strong-weathered rock or the sandy gravel stratum of disintegration, then need adopt mud off; As lacking covering layer on the gentle breeze scar, need with the steady stake of artificial rubble bedding, then before the embedding rock, answer under the priming petock segregating concrete not to make space between its sealing sleeve and the scar, and then carry out the embedding rock and construct.
4, behind the embedding rock pore-forming, clear hole, backfill one deck gravel of uniform size at the bottom of the hole, the about 500mm of thickness.
5, put into pre-manufactured steel pipe concrete pipe, pre-buried 2～4 φ 50mm steel pipes in the concrete in the pipe, with as the grouting pipe, in the gravel of the pipe end at the bottom of must patchhole, pipe is risen out the sleeve top.
6, tube outside backfill gravel of uniform size in concrete filled steel tube, the gravel top insert 2～4 φ 50mm steel pipes (be embedded in φ 50mm steel pipe in managing corresponding), the outlet pipe during as slip casting, pipe is risen out sleeve.
7, with tremie method cast sleeve inner concrete.
8, concrete carries out slip casing by pressure by pre-buried φ 50mm steel pipe after reaching design strength, below managing in the pre-pipe laying of cement paste in interior pipe enters and the gravel space of outside, and by the outlet pipe of interior tube outside water in the gravel space and mud are replaced away, form prepackaged concrete.
Claims (12)
1. socketed pile, comprise sleeve (4), it is characterized in that: the interior pipe (1) that also comprises prepacked aggregate concrete, pipe (1) one end is in the stake hole in described, and the other end stretches into sleeve (4), and Grouting Pipe (2) is embedded in the interior pipe concrete in advance, outside interior pipe (1) with the gap of a stake hole, sleeve (4) in the filler aggregate concrete, interior pipe (1) and sleeve (4) are fused, also establish outlet pipe (3) in the sleeve (4), the bottom of the bottom of described outlet pipe (3) and Grouting Pipe (2) respectively inserts in the concrete aggregate.
2. socketed pile according to claim 1 is characterized in that: the concrete in described in pipe (1), the interior pipe (1), with Grouting Pipe (2) be one.
3. socketed pile according to claim 1 is characterized in that: the concrete in described in the gap of a pipe (1) and a stake hole, sleeve (4) forms by the mode of prepacked aggregate grouting behind shaft or drift lining, and concrete aggregate adopts gravel (5).
4. socketed pile according to claim 1 is characterized in that: described outlet pipe (3) and Grouting Pipe (2) respectively have a plurality of, and quantity is identical, the position is corresponding.
5. socketed pile according to claim 1 is characterized in that: the bottom of described Grouting Pipe (2) inserts in the bottom of aggregate concrete, and the bottom of outlet pipe (3) inserts in the top of aggregate concrete.
6. socketed pile according to claim 1 is characterized in that: fill the concrete by catheterized reperfusion in the described sleeve (4), the top of Grouting Pipe (2), outlet pipe (3) exceeds sleeve (4) top.
7. the job practices of a socketed pile is characterized in that may further comprise the steps:
1) sinking sleeve;
2) embedding rock pore-forming;
3) backfill aggregate at the bottom of hole, stake hole;
4) pipe in the concrete filled steel tube of the pre-buried Grouting Pipe of sinking inserts in the aggregate at the bottom of the Grouting Pipe pipe;
5) backfill aggregate in the gap of interior pipe and a stake hole, interior pipe and sleeve, outlet pipe inserts in the aggregate top;
6) perfusion sleeve inner concrete;
7) be pressed into cement paste by Grouting Pipe, cement paste enters in the aggregate space, forms aggregate concrete, simultaneously water in the space and mud is discharged by outlet pipe.
8. the job practices of socketed pile according to claim 7 is characterized in that: described step 2), meet strong-weathered rock or sandy gravel stratum under sleeve, described embedding rock pore-forming employing mud off.
9. the job practices of socketed pile according to claim 7 is characterized in that: described step 2), lack overlying soil on scar, need the steady stake of artificial rubble bedding, the gap of segregating concrete sealing sleeve and scar not under the first priming petock before the embedding rock.
10. the job practices of socketed pile according to claim 7 is characterized in that: described aggregate employing gravel.
11. the job practices of socketed pile according to claim 7 is characterized in that: in the described step 6), adopt catheterized reperfusion.
12. the job practices of socketed pile according to claim 7 is characterized in that: in the described step 7), adopt slip casing by pressure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910258616 CN102086645B (en) | 2009-12-07 | 2009-12-07 | Socketed pile and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910258616 CN102086645B (en) | 2009-12-07 | 2009-12-07 | Socketed pile and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102086645A true CN102086645A (en) | 2011-06-08 |
| CN102086645B CN102086645B (en) | 2012-05-23 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 200910258616 Expired - Fee Related CN102086645B (en) | 2009-12-07 | 2009-12-07 | Socketed pile and construction method thereof |
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102286971A (en) * | 2011-07-15 | 2011-12-21 | 中交水运规划设计院有限公司 | Concrete-filled steel tube core column socketed pile |
| CN102605781A (en) * | 2012-04-10 | 2012-07-25 | 中交二公局第三工程有限公司 | Rocky bed steel pipe pile sinking construction process |
| CN103031847A (en) * | 2012-12-20 | 2013-04-10 | 长江勘测规划设计研究有限责任公司 | Reducing overlap joint combined type orifice pipe grouting method |
| CN104977201A (en) * | 2015-07-20 | 2015-10-14 | 中国科学院武汉岩土力学研究所 | Fixed side confining rock socketed pile testing device and method thereof |
| CN105908773A (en) * | 2016-06-12 | 2016-08-31 | 上海勘测设计研究院有限公司 | Two-stage socketed pile wind turbine foundation for shallow covering stratum foundation of offshore wind plant and construction method |
| CN106320335A (en) * | 2015-06-25 | 2017-01-11 | 昆明捷程桩工有限责任公司 | A single-pile variable-diameter rock-socketed secant pile |
| CN106906840A (en) * | 2017-03-31 | 2017-06-30 | 华电重工股份有限公司 | The method of offshore wind farm rock-socketed steel pipe piles and the outer grouting construction of stake |
| CN106950129A (en) * | 2017-02-21 | 2017-07-14 | 中交上海三航科学研究院有限公司 | The dynamic detection method of high pile pier structure horizontal bearing capacity |
| CN107386270A (en) * | 2017-09-06 | 2017-11-24 | 华电重工股份有限公司 | A kind of embedding rock single pile and its construction system and construction method |
| CN110144888A (en) * | 2019-06-12 | 2019-08-20 | 交通运输部公路科学研究所 | A kind of hollow pile foundation and its production method |
| CN111455985A (en) * | 2020-05-27 | 2020-07-28 | 中信国安建工集团有限公司 | Steel pipe composite rock-socketed pile foundation structure and building method |
| CN111945713A (en) * | 2020-07-24 | 2020-11-17 | 中交第三航务工程局有限公司 | Construction method for grouting after rock-socketed inclined pile of offshore wind power foundation steel pipe pile |
| CN113006075A (en) * | 2021-02-02 | 2021-06-22 | 中铁大桥局集团第五工程有限公司 | Steel pipe pile implanting method for implanting rock-socketed pile foundation construction |
| CN113737782A (en) * | 2021-09-14 | 2021-12-03 | 黄杰 | Synchronous forming method for anticorrosive protection layer of cast-in-situ bored pile |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| GB819554A (en) * | 1956-07-27 | 1959-09-02 | Christiani & Nielsen | Apparatus to provide a firm connection below water |
| CN1206419C (en) * | 2002-05-28 | 2005-06-15 | 立基工程有限公司 | Combined rock-embedding pile and its construction method |
| CN100507160C (en) * | 2003-04-30 | 2009-07-01 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| CN101250880B (en) * | 2007-12-19 | 2010-12-08 | 中铁大桥局集团第一工程有限公司 | Method for embedding and fixing steel tube concrete pile and steel tube pile anchor |
| CN201560425U (en) * | 2009-12-07 | 2010-08-25 | 中交第三航务工程勘察设计院有限公司 | Socketed pile |
-
2009
- 2009-12-07 CN CN 200910258616 patent/CN102086645B/en not_active Expired - Fee Related
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102286971A (en) * | 2011-07-15 | 2011-12-21 | 中交水运规划设计院有限公司 | Concrete-filled steel tube core column socketed pile |
| CN102605781A (en) * | 2012-04-10 | 2012-07-25 | 中交二公局第三工程有限公司 | Rocky bed steel pipe pile sinking construction process |
| CN103031847A (en) * | 2012-12-20 | 2013-04-10 | 长江勘测规划设计研究有限责任公司 | Reducing overlap joint combined type orifice pipe grouting method |
| CN103031847B (en) * | 2012-12-20 | 2015-05-06 | 长江勘测规划设计研究有限责任公司 | Reducing overlap joint combined type orifice pipe grouting method |
| CN106320335A (en) * | 2015-06-25 | 2017-01-11 | 昆明捷程桩工有限责任公司 | A single-pile variable-diameter rock-socketed secant pile |
| CN104977201A (en) * | 2015-07-20 | 2015-10-14 | 中国科学院武汉岩土力学研究所 | Fixed side confining rock socketed pile testing device and method thereof |
| CN104977201B (en) * | 2015-07-20 | 2017-10-10 | 中国科学院武汉岩土力学研究所 | Fixed lateral spacing embedded rock pile experimental rig and its method |
| CN105908773A (en) * | 2016-06-12 | 2016-08-31 | 上海勘测设计研究院有限公司 | Two-stage socketed pile wind turbine foundation for shallow covering stratum foundation of offshore wind plant and construction method |
| CN106950129A (en) * | 2017-02-21 | 2017-07-14 | 中交上海三航科学研究院有限公司 | The dynamic detection method of high pile pier structure horizontal bearing capacity |
| CN106950129B (en) * | 2017-02-21 | 2019-09-10 | 中交上海三航科学研究院有限公司 | The dynamic detection method of high pile pier structure horizontal bearing capacity |
| CN106906840A (en) * | 2017-03-31 | 2017-06-30 | 华电重工股份有限公司 | The method of offshore wind farm rock-socketed steel pipe piles and the outer grouting construction of stake |
| CN107386270A (en) * | 2017-09-06 | 2017-11-24 | 华电重工股份有限公司 | A kind of embedding rock single pile and its construction system and construction method |
| CN110144888A (en) * | 2019-06-12 | 2019-08-20 | 交通运输部公路科学研究所 | A kind of hollow pile foundation and its production method |
| CN111455985A (en) * | 2020-05-27 | 2020-07-28 | 中信国安建工集团有限公司 | Steel pipe composite rock-socketed pile foundation structure and building method |
| CN111945713A (en) * | 2020-07-24 | 2020-11-17 | 中交第三航务工程局有限公司 | Construction method for grouting after rock-socketed inclined pile of offshore wind power foundation steel pipe pile |
| CN113006075A (en) * | 2021-02-02 | 2021-06-22 | 中铁大桥局集团第五工程有限公司 | Steel pipe pile implanting method for implanting rock-socketed pile foundation construction |
| CN113737782A (en) * | 2021-09-14 | 2021-12-03 | 黄杰 | Synchronous forming method for anticorrosive protection layer of cast-in-situ bored pile |
| CN113737782B (en) * | 2021-09-14 | 2022-09-27 | 黄杰 | Synchronous forming method for anticorrosive protection layer of cast-in-situ bored pile |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
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