阅读说明：本技术 一种海上植入式嵌岩桩的芯桩制备方法 (Core pile preparation method of offshore implantable rock-socketed pile ) 是由 朱国虎 潘晓炜 崔灿 刘大海 陶廷军 阚子龙 王梓秋 于 2021-08-13 设计创作，主要内容包括：本发明的一种海上植入式嵌岩桩的芯桩制备方法,包括以下步骤,取待施工的钢管桩,在钢管桩的底端设有用于封堵钢管桩的外模板,在钢管桩的中部设有与外模板对应设置的,与外模板之间形成灌浆空间的内模板,内模板上具有灌浆孔,外模板上具有另一灌浆孔和用于浆液溢出及排气的溢浆排气孔,在钢管桩位于灌浆空间部分的外周面上间隔的设置有若干振动组件,该方法将水下芯桩浇筑的其中一次浇筑环节变为施工前浇筑,节省了水下施工浇筑的等待的时间,大大缩短了海上嵌岩桩的安装工期,每根桩可节约施工窗口期2～3天,节约施工窗口期可节省海上施工混凝土搅拌船的租赁和使用耗资,节约了工期,可大量节约施工费用。(The invention relates to a preparation method of a core pile of a marine implanted rock-socketed pile, which comprises the following steps of 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 in the middle of the steel pipe pile and corresponds to the outer template and forms a grouting space with the outer template, arranging a grouting hole on the inner template, arranging another grouting hole and a grout overflow exhaust hole for overflowing grout and exhausting on the outer template, and arranging a plurality of vibration components on the outer peripheral surface of the steel pipe pile at intervals in the grouting space part, wherein 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 marine rock-socketed pile is greatly shortened, the construction window period of each pile can be saved by 2-3 days, the lease and the use cost of a marine construction concrete mixing ship can be saved in the construction window period, the construction period is saved, and the construction cost can be greatly saved.)

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 out 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 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 inner circumferential surface of the bottom end of the steel pipe pile is welded with a flange ring, the outer template is connected with the flange ring through bolts, and a sealing ring for preventing slurry from seeping out from the space between the outer template and the flange is arranged between the outer template and the flange ring.

3. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 1, characterized in that: the outer circumferential surface of the inner template is welded on the inner circumferential surface of the steel pipe pile.

4. 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 face of the steel pipe pile, mounting plates for mounting the concrete vibration mechanism are respectively arranged on the middle portions of two sides of the hoop, and the concrete vibration mechanism is mounted on the mounting plates for mounting the concrete vibration mechanism.

5. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 4, characterized in that: 6-8 pairs of anchor ears are arranged at equal intervals.

6. 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-0.5 m.

7. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 1, characterized in that: the steel pipe pile is internally provided with a plurality of steel bar shear keys vertical to the axis of the core pile, the steel bar shear keys are positioned in a region from the bottom end to the top end of the steel pipe pile by 4m-8m, two adjacent steel bar shear keys are arranged at intervals of 0.25m-1m, and the diameter of each steel bar shear key is 8mm-14 mm.

8. The method for preparing the core pile of the offshore implantable rock-socketed pile according to claim 1, characterized in that: the grouting holes on the outer template are rectangular holes, the grouting holes on the inner template and the grout overflow exhaust holes on the outer template are round holes, and valves are arranged on the blocking grout overflow exhaust holes and the grouting holes on the outer template.

9. 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.

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 steel pipe pile socketed rock construction generally adopts the method 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, and then a drilling machine is placed inside 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 stake 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 poured twice needs to reach the designed 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 out 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 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.

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 solved by adopting the 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 preparation method of the core pile 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 2-3 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, arranging an outer template 2 for plugging the steel pipe pile 1 at the bottom end of the steel pipe pile 1, arranging an inner template 3 which is arranged corresponding to the outer template 2 and forms a grouting space with the outer template 2 in the steel pipe pile 1, wherein 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, the inner template 3 is provided with a grouting hole, the outer template 2 is provided with another grouting hole and a grout overflow exhaust hole for overflowing and exhausting grout, grouting grout into the grouting space of the steel pipe pile 1 to form a core pile which is convenient for leveling the bottom of the steel pipe pile 1 and prevents the grout from leaking out from the bottom edge of the steel pipe pile 1 and the surface of a bedrock, and the concept of leveling is that the bottom surface of the bedrock hole can be of a non-planar structure, and at the moment, when grouting underwater, the grout can permeate into a gap between the bottom surface of the bedrock hole and the steel pipe pile 1, therefore, the bottom of the core pile can be formed into a plane structure by pouring grout in advance, on one hand, the contact surface between the steel pipe pile 1 and a foundation rock hole can be larger, the placed steel pipe pile 1 is more stable, and on the other hand, the grout cannot seep out of the steel pipe pile 1 when the steel pipe pile 1 is grouted;

(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.

Embodiment 2, the core pile manufacturing method of an offshore implantable rock-socketed pile according to embodiment 1, wherein a flange ring is welded to an inner circumferential surface of a bottom end of a steel pipe pile 1, an outer formwork 2 is bolted to the flange ring, a packing for preventing grout from leaking out from between the outer formwork 2 and the flange ring is provided between the outer formwork 2 and the flange ring, and the outer formwork 2 can be detached and recycled after the grout in a grouting space is solidified.

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.

Embodiment 4, the core pile preparation method of an offshore implantable rock-socketed pile described in embodiment 1, the vibration component includes hoops 4 installed on the outer circumferential surface of the steel pipe pile 1, mounting plates for mounting a concrete vibration mechanism are respectively installed on the middle portions of both sides of the hoops 4, the cross section of the concrete vibration mechanism mounting plate is rectangular, the concrete vibration mechanism 5 is installed on the concrete vibration mechanism mounting plate, and the concrete vibration mechanism 5 may adopt a concrete vibrator.

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 0.4 m.

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 4m and 8m, such as 4m, from a bottom end to a top end of the steel pipe pile 1, two adjacent steel bar shear keys are spaced by 0.25m to 1m, such as 0.5m, and a diameter of each steel bar shear key is 8mm to 14mm, such as 8 mm.

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, 1 min.