CN113684821B - Core pile preparation method of offshore implantable rock-socketed pile - Google Patents
Core pile preparation method of offshore implantable rock-socketed pile Download PDFInfo
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- CN113684821B CN113684821B CN202110930828.7A CN202110930828A CN113684821B CN 113684821 B CN113684821 B CN 113684821B CN 202110930828 A CN202110930828 A CN 202110930828A CN 113684821 B CN113684821 B CN 113684821B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/44—Foundations for machines, engines or ordnance
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
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Abstract
The invention relates to a preparation method of a core pile of an offshore implanted rock-socketed pile, which comprises the following steps of taking a steel pipe pile to be constructed, arranging an outer template used for plugging the steel pipe pile at the bottom end of the steel pipe pile, arranging an inner template which is arranged in the middle of the steel pipe pile and corresponds to the outer template and forms a grouting space with the outer template, arranging grouting holes on the inner template, arranging another grouting hole and a grout overflow exhaust hole used for grout overflow and exhaust on the outer template, and arranging a plurality of vibration components on the outer peripheral surface of the steel pipe pile positioned in the grouting space at intervals.
Description
Technical Field
The invention relates to the technical field of rock-socketed piles, in particular to a preparation method of a core pile of an offshore implantable rock-socketed pile.
Background
Wind energy is a clean energy, and offshore wind energy is richer than onshore wind energy. The coast line of China is long, and offshore wind energy resources in coastal areas are rich; however, the geological conditions of wind fields in various regions are large in difference, and a large number of seabed covering soil layers are shallow, so that the construction condition that rock embedding is required to be carried out on the foundation steel pipe pile end of the offshore wind turbine structure exists.
The method generally adopted by the steel pipe pile rock-socketing construction is that a steel casing is driven into a seabed by a vibration hammer, the lower end part of the casing penetrates through a covering soil layer until the surface of bedrock is reached, and then a drilling machine is placed into the steel casing to drill the bedrock. And after the preset hole rotating depth is reached, implanting the rock-embedded core pile into the steel casing. Typically, for shear and bending resistance of the core pile, the bottom concrete, typically a micro-expansive normal strength concrete, is poured into the area near the bedrock at the bottom of the core pile. Because in pile bottom elevation position, the rig pore-forming often can not guarantee that the basement rock surfacing, core pile bottom cast in situ concrete can divide twice to pour: the bottom sealing concrete of the pile bottom is poured firstly for leveling and plugging the lower space of the pile, so that the concrete poured for the second time can not be extruded, and after the strength of the concrete reaches the requirement allowed by the design, the concrete in the residual pile is poured to the preset elevation. After the strength of the concrete at the bottom of the pile meets the design requirement, grouting operation between the embedded core pile and the steel casing is carried out, and high-performance grouting material is poured into a gap between the embedded core pile and the steel casing to enable the embedded core pile and the steel casing to be combined into a whole.
However, in the existing construction process, the pile bottom concrete which needs to be poured twice reaches the design strength, the offshore construction period is long, and the lease and use cost of the ship engine are increased due to the delay of the construction period. Meanwhile, the problem of limited construction window period exists due to variable sea wind and wave environments in offshore construction, and effective construction period may be missed due to increase of the construction period. Further, the compactness of the underwater concrete casting may not be guaranteed, and a concrete mixing vessel needs to be configured, further increasing the construction cost.
In order to solve the problems, the core pile preparation method of the offshore implanted rock-socketed pile is provided, wherein the pile bottom concrete of the rock-socketed pile is prefabricated in a factory instead of the core pile bottom concrete, so that the offshore concrete pouring construction process is omitted, the construction efficiency is greatly improved, the construction window period is saved, and the construction cost is saved.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides the core pile preparation method of the offshore implanted rock-socketed pile, which changes the pile bottom concrete of the rock-socketed pile into the prefabricated concrete in a factory, thereby saving the offshore concrete pouring construction process, greatly improving the construction efficiency, saving the construction window period and simultaneously saving the construction cost.
The technical problem to be solved by the invention is realized by the following technical scheme that the method for preparing the core pile of the offshore implantable rock-socketed pile comprises the following steps,
(1) Prefabricating a core pile: taking a steel pipe pile to be constructed, arranging an outer template for plugging the steel pipe pile at the bottom end of the steel pipe pile, arranging an inner template which is arranged corresponding to the outer template and forms a grouting space with the outer template in the steel pipe pile, wherein the inner template and the outer template are both vertical to the axis of the steel pipe pile, the inner template is provided with a grouting hole, the outer template is provided with another grouting hole and a grout overflow exhaust hole for overflowing and exhausting grout, and the grout is poured into the grouting space of the steel pipe pile to form a core pile which is convenient for leveling the bottom of the steel pipe pile and prevents the grout from leaking from the edge of the bottom of the steel pipe pile and the surface of a bedrock;
(2) Pouring the core pile:
(2.1) primary grouting of the core pile: horizontally placing a steel pipe pile, arranging a plurality of vibration assemblies on the outer peripheral surface of the steel pipe pile, which is positioned in a grouting space, at intervals, pouring concrete into the grouting space through a pipeline connected to a grouting hole of an outer template, discharging gas in the grouting space from a grout overflow exhaust hole when the concrete is poured, reserving a pressure grouting space at the top of the grouting space, completing primary grouting of a core pile after the liquid level of concrete grout rises to the required height of the pressure grouting space, and plugging the grouting hole in the outer template after primary grouting is finished;
(2.2) secondary grouting of the core pile: keeping the steel pipe pile horizontally placed, pouring high-strength grouting material into the pressure grouting space through a grouting hole in the inner template by a pressure grouting method, stopping grouting when grout overflows from the grout overflow vent hole during grouting, starting a vibration assembly to vibrate the grout, pouring the high-strength grouting material into the pressure grouting space again after vibration, stopping grouting when the grout overflows from the grout overflow vent hole during grouting, starting the vibration assembly again to vibrate the grout, vibrating the vibration assembly at least twice on the steel pipe pile to finish secondary grouting of the core pile, plugging the grout overflow vent hole after the secondary grouting is finished, and finishing preparation of the core pile after the grout in the grouting space is solidified.
The technical problem to be solved by the invention can also be solved by adopting the following technical scheme that the core pile of the offshore implantable rock-socketed pile is prepared by welding a flange ring on the inner circumferential surface of the bottom end of the steel pipe pile, connecting an outer template with the flange ring through bolts, and arranging a sealing ring for preventing slurry from seeping out from the space between the outer template and the flange ring.
The technical problem to be solved by the invention can also be achieved by the following technical scheme that in the preparation method of the core pile of the offshore implantable rock-socketed pile, the outer peripheral surface of the inner template is welded on the inner peripheral surface of the steel pipe pile.
The technical problem to be solved by the invention can also be solved by adopting the following technical scheme that the core pile of the offshore implantable rock-socketed pile is prepared by arranging the vibration component on the outer peripheral surface of the steel pipe pile, arranging mounting plates for mounting the concrete vibration mechanism on the middle parts of two sides of the anchor ear respectively, and arranging the concrete vibration mechanism on the mounting plates for mounting the concrete vibration mechanism.
The technical problem to be solved by the invention can also be realized by the following technical scheme that in the preparation method of the core pile of the offshore implantable rock-socketed pile, 6-8 pairs of anchor ears are arranged at equal intervals.
The technical problem to be solved by the invention can also be realized by the following technical scheme that in the preparation method of the core pile of the offshore implantable rock-socketed pile, the distance between the liquid level of the concrete grout in the pressure grouting space and the top of the pressure grouting space is 0.3-0.5 m.
The technical problem to be solved by the invention can also be realized by the following technical scheme that the core pile of the offshore implantable rock-socketed pile is prepared by arranging a plurality of steel bar shear keys perpendicular to the axis of the core pile in the steel pipe pile, wherein the steel bar shear keys are positioned in a region from the bottom end to the top end of the steel pipe pile, the interval between every two adjacent steel bar shear keys is 0.25-1 m, and the diameter of each steel bar shear key is 8-14 mm.
The technical problem to be solved by the invention can also be solved by adopting the following technical scheme that in the preparation method of the core pile of the offshore implantable rock-socketed pile, the grouting hole in the outer template is a rectangular hole, the grouting hole in the inner template and the grout overflow exhaust hole in the outer template are round holes, and valves are arranged on the blocking grout overflow exhaust hole and the grouting hole in the outer template.
The technical problem to be solved by the invention can be realized by the following technical scheme that the core pile preparation method of the offshore implantable rock-socketed pile keeps the state of continuously overflowing grout of the grout overflow exhaust hole for 1-3 min.
Compared with the prior art, the invention has the beneficial technical effects that: according to the method, one pouring link of underwater core pile pouring is changed into pouring before construction, the waiting time of underwater construction pouring is saved, the installation period of the offshore rock-socketed pile is greatly shortened, and the construction window period of each pile can be saved by 2 to 3 days. And the step of pouring before the construction is changed into the step of pouring in a prefabricated manner in a factory, so that the requirements on the strength and compactness of the concrete at the pile bottom are met to a certain extent, the lease and use cost of the concrete mixer ship for offshore construction can be saved in the construction window period, the construction period is shortened, and the construction cost can be greatly saved.
Drawings
Fig. 1 is a schematic structural diagram of a core pile after manufacturing.
In the figure, 1, a steel pipe pile; 2. an outer template; 3. an inner template; 4. hooping; 5. concrete vibration mechanism.
Detailed Description
The embodiments of the present invention will be further described with reference to the accompanying drawings so as to facilitate the further understanding of the present invention by those skilled in the art, and do not limit the right thereto.
Example 1, referring to fig. 1, a method for preparing a core pile of an offshore implantable rock-socketed pile includes the following steps,
(1) Prefabricating a core pile: taking a steel pipe pile 1 to be constructed, wherein an outer template 2 used for plugging the steel pipe pile 1 is arranged at the bottom end of the steel pipe pile 1, an inner template 3 which is arranged corresponding to the outer template 2 and forms a grouting space with the outer template 2 is arranged in the steel pipe pile 1, the cross sections of the outer template 2 and the inner template 3 are circularly arranged, the inner template 3 and the outer template 2 are both vertical to the axis of the steel pipe pile 1, a grouting hole is formed in the inner template 3, another grouting hole and a grout overflow exhaust hole used for grout overflow and exhaust are formed in the outer template 2, grout is poured into the grouting space of the steel pipe pile 1 to form a core pile convenient for leveling the bottom of the steel pipe pile 1, and grout is prevented from leaking from the bottom edge of the steel pipe pile 1 to the surface of a foundation rock, the leveling concept is that the bottom surface of the foundation rock hole can be a non-planar structure, and when underwater grouting is performed, a gap between the foundation rock hole and the bottom surface of the steel pipe pile 1 can be leveled, so that the bottom of the core pile can be formed into a planar structure by pouring grout in advance, on the other hand, the steel pipe pile 1 can be in contact with the foundation rock hole, and the grouting surface of the steel pipe pile 1, and the grout can not seep out more stably when underwater, and the grout can not seep out of the steel pipe pile 1;
(2) Pouring the core pile:
(2.1) primary grouting of the core pile: horizontally placing a steel pipe pile 1, arranging a plurality of vibration assemblies on the outer peripheral surface of the steel pipe pile 1 positioned in a grouting space at intervals, pouring concrete into the grouting space through a pipeline connected to a grouting hole of an outer template 2, discharging gas in the grouting space from a grout overflow exhaust hole when the concrete is poured, reserving a pressure grouting space at the top of the grouting space, completing primary grouting of a core pile after the liquid level of concrete grout rises to the required height of the pressure grouting space, and plugging the grouting hole in the outer template 2 after primary grouting is finished;
(2.2) secondary grouting of the core pile: keeping the steel pipe pile 1 horizontally placed, pouring high-strength grouting material into the pressure grouting space through a grouting hole in the inner template 3 by a pressure grouting method, stopping grouting when grout overflows from a grout overflow vent during grouting, starting a vibration assembly to vibrate the grout, pouring the high-strength grouting material into the pressure grouting space again after vibration, stopping grouting when the grout overflows from the grout overflow vent during grouting, starting the vibration assembly to vibrate the grout again, vibrating the steel pipe pile 1 at least twice, for example twice, to finish secondary grouting of a core pile, plugging the grout overflow vent after secondary grouting is finished, and finishing preparation of the core pile after the grout in the grouting space is solidified.
In embodiment 1, in the pressure grouting method, a high-strength grouting liquid can be poured into the pressure grouting space through a small-sized ground pump, and the working pressure of the small-sized ground pump can be set according to the use requirement, so that the detailed description of the working pressure of the small-sized ground pump is omitted here, and the design purpose of the method is only to pump the high-strength grouting liquid into the pressure grouting space.
Example 3, the core pile of the offshore implantable rock-socketed pile described in example 1 is prepared by welding the outer circumferential surface of the inner template 3 to the inner circumferential surface of the steel pipe pile 1.
Example 5, the core pile preparation method of the offshore implantable rock-socketed pile described in example 1, the anchor ear 4 is provided with 6-8 pairs, for example 8 pairs, at equal intervals.
Example 6, the method for preparing a core pile for an offshore implantable rock-socketed pile according to example 1, wherein the distance between the concrete slurry level in the pressure grouting space and the top of the pressure grouting space is 0.3m to 0.5m, such as 0.4m.
Embodiment 7, the method for preparing a core pile of an offshore implantable rock-socketed pile described in embodiment 1 includes providing a plurality of steel bar shear keys perpendicular to an axis of the core pile in the steel pipe pile 1, where the steel bar shear keys are perpendicular to the axis of the steel pipe pile 1, the steel bar shear keys are located in a region between a bottom end of the steel pipe pile 1 and a top end thereof, for example, 4m, two adjacent steel bar shear keys are spaced apart by 0.25m to 1m, for example, 0.5m, and a diameter of each steel bar shear key is 8mm to 14mm, for example, 8mm.
Embodiment 8, the core pile of the offshore implantable rock-socketed pile described in embodiment 1, the grouting holes on the outer formwork 2 are rectangular holes, the grouting holes on the inner formwork 3 and the grout outlet holes on the outer formwork 2 are round holes, and valves are disposed on the blocking grout outlet holes and the grouting holes on the outer formwork 2.
Example 9, the method for preparing a core pile of a marine implantable rock-socketed pile described in example 1, wherein the slurry overflowing state of the slurry overflowing vent hole is maintained for 1min to 3min, for example, 1min.
Claims (5)
1. A preparation method of a core pile of an offshore implantable rock-socketed pile is characterized by comprising the following steps: comprises the following steps of (a) carrying out,
(1) Prefabricating a core pile: taking a steel pipe pile to be constructed, arranging an outer template for plugging the steel pipe pile at the bottom end of the steel pipe pile, arranging an inner template which is arranged corresponding to the outer template and forms a grouting space with the outer template in the steel pipe pile, wherein the inner template and the outer template are both vertical to the axis of the steel pipe pile, the inner template is provided with a grouting hole, the outer template is provided with another grouting hole and a grout overflow exhaust hole for overflowing and exhausting grout, and the grout is poured into the grouting space of the steel pipe pile to form a core pile which is convenient for leveling the bottom of the steel pipe pile and prevents the grout from leaking from the edge of the bottom of the steel pipe pile and the surface of a bedrock; the steel pipe pile comprises a steel pipe pile body, a flange ring, an outer template, a plurality of reinforcing steel bar shear keys, a reinforcing steel bar shear key, a grouting hole, a grout overflow exhaust hole and a valve, wherein the flange ring is welded on the inner circumferential surface of the bottom end of the steel pipe pile body, the outer template is in bolted connection with the flange ring, a sealing ring for preventing grout from seeping out from a space between the outer template and the flange is arranged between the outer template and the flange ring, the outer circumferential surface of the inner template is welded on the inner circumferential surface of the steel pipe pile body, a plurality of reinforcing steel bar shear keys vertical to the axis of a core pile are arranged in the steel pipe pile body, the reinforcing steel bar shear keys are positioned in a region from the bottom end to the top end of the steel pipe pile body between 4m and 8m, the interval between 0.25m and 1m between every two adjacent reinforcing steel bar shear keys is arranged, the diameter of each reinforcing steel bar shear key is 8mm to 14mm, the grouting hole in the outer template is a rectangular hole, the grouting hole in the inner template and the grout overflow exhaust hole in the outer template, and the valve are round holes in the grout overflow exhaust hole in the outer template;
(2) Pouring the core pile:
(2.1) primary grouting of the core pile: horizontally placing the steel pipe pile, arranging a plurality of vibration assemblies on the outer peripheral surface of the steel pipe pile, which is positioned in the grouting space, at intervals, pouring concrete into the grouting space through a pipeline connected to a grouting hole of an outer template, discharging gas in the grouting space from a grout overflow exhaust hole when the concrete is poured, reserving a pressure grouting space at the top of the grouting space, completing primary grouting of the core pile after the liquid level of concrete grout rises to the required height of the pressure grouting space, and plugging the grouting hole in the outer template after the primary grouting is finished;
(2.2) secondary grouting of the core pile: keeping the steel pipe pile horizontally placed, pouring high-strength grouting material into the pressure grouting space through a grouting hole in the inner template by a pressure grouting method, stopping grouting when grout overflows from the grout overflow vent hole during grouting, starting a vibration assembly to vibrate the grout, pouring the high-strength grouting material into the pressure grouting space again after vibration, stopping grouting when the grout overflows from the grout overflow vent hole during grouting, starting the vibration assembly again to vibrate the grout, vibrating the vibration assembly at least twice on the steel pipe pile to finish secondary grouting of the core pile, plugging the grout overflow vent hole after the secondary grouting is finished, and finishing preparation of the core pile after the grout in the grouting space is solidified.
2. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 1, characterized in that: the vibration component comprises a hoop installed on the outer peripheral surface of the steel pipe pile, concrete vibration mechanism mounting plates used for mounting a concrete vibration mechanism are respectively arranged on the middle parts of two sides of the hoop, and the concrete vibration mechanism is mounted on the concrete vibration mechanism mounting plates.
3. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 2, characterized in that: 6-8 pairs of anchor ears are arranged at equal intervals.
4. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 1, characterized in that: the distance between the concrete slurry liquid level in the pressure grouting space and the top of the pressure grouting space is 0.3m-0.5m.
5. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 1, characterized in that: and keeping the state of the continuously overflowed slurry in the slurry overflowing exhaust hole for 1-3 min.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201044968Y (en) * | 2007-05-11 | 2008-04-09 | 上海中技桩业发展有限公司 | Hollow concrete square pile vibration forming die |
| JP2009035930A (en) * | 2007-08-01 | 2009-02-19 | Kubota Corp | Column set and method of using the same |
| CN102383418A (en) * | 2011-08-12 | 2012-03-21 | 宿迁市固丰管桩有限公司 | Anti-seismic prefabricated concrete solid square pile and production method thereof |
| CN111593728A (en) * | 2020-06-05 | 2020-08-28 | 中交第三航务工程局有限公司 | Embedded rock-socketed pile 'pile-first method' interpolation type jacket foundation construction system |
| WO2021062884A1 (en) * | 2019-09-30 | 2021-04-08 | 江苏东浦管桩有限公司 | Super-waterproof concrete pipe pile and manufacturing process therefor |
| 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 |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556786A (en) * | 2013-10-18 | 2014-02-05 | 沈阳建筑大学 | Connecting and grouting sleeve for assembled prefabricated member steel bars and construction method thereof |
| CN107130633A (en) * | 2017-07-12 | 2017-09-05 | 蔡荪萍 | A kind of steel tube concrete clay model bag stake is combined soil-baffling structure construction technology |
-
2021
- 2021-08-13 CN CN202110930828.7A patent/CN113684821B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201044968Y (en) * | 2007-05-11 | 2008-04-09 | 上海中技桩业发展有限公司 | Hollow concrete square pile vibration forming die |
| JP2009035930A (en) * | 2007-08-01 | 2009-02-19 | Kubota Corp | Column set and method of using the same |
| CN102383418A (en) * | 2011-08-12 | 2012-03-21 | 宿迁市固丰管桩有限公司 | Anti-seismic prefabricated concrete solid square pile and production method thereof |
| WO2021062884A1 (en) * | 2019-09-30 | 2021-04-08 | 江苏东浦管桩有限公司 | Super-waterproof concrete pipe pile and manufacturing process therefor |
| CN111593728A (en) * | 2020-06-05 | 2020-08-28 | 中交第三航务工程局有限公司 | Embedded rock-socketed pile 'pile-first method' interpolation type jacket foundation construction system |
| 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 |
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