Large-dip-angle bare rock cofferdam steel pipe pile construction technology based on deepwater area

Abstract

The invention relates to the technical field of underwater structures, in particular to a deepwater area-based large-dip-angle bare rock cofferdam steel pipe pile construction process, which comprises the following steps of: firstly, downwards drilling a hole in the surface of bare rock to form a pile hole with the diameter larger than that of a steel pipe pile, then filling soil into the bottom of the pile hole, and finally, forming a pile foundation; according to the large-dip-angle bare rock cofferdam steel pipe pile construction technology based on the deepwater area, the steel pipe piles can be effectively inserted and driven into a bare rock riverbed, and the problems that in the prior art, a traditional cofferdam steel pipe pile construction technology can only be applied to a soft stratum, and the construction cost is low are solved. And the construction of the large-dip-angle bare rock cofferdam steel pipe pile in the deepwater area is difficult to implement due to the fact that the steel pipe pile cannot be applied to a bare rock riverbed.

Description

Technical Field

[0001] The present invention relates to the technical field of underwater structures, and in particular to a steel pipe pile construction process for a deep-water large-angle bare rock cofferdam. Background Art

[0002] A cofferdam refers to a temporary maintenance structure built in the construction of permanent water conservancy facilities during water conservancy project construction. Its function is to prevent water and soil from entering the construction site of the building so that drainage can be done in the cofferdam, foundation pits can be excavated, and buildings can be built. It is generally used in hydraulic structures. Except as part of a formal building, the cofferdam is generally dismantled after use. There are many forms of cofferdams, one of which is a special form of cofferdam based on a large-angle bare rock cofferdam in deep water areas. Bare rock means that the riverbed in the cofferdam construction area is an exposed rock surface and is not covered by sediment. The large angle means that the riverbed in the cofferdam construction area has a large inclination angle.

[0003] In the construction of ordinary cofferdams, steel pipe piles need to be driven into the riverbed first. The depth of the steel pipe piles embedded below the riverbed is an important factor affecting the safety and stability of the entire cofferdam. However, in areas with high rock strength, such as bare rock areas, it is difficult for steel pipe piles to break the rock and embed them by direct driving, so that the lower end of the steel pipe pile becomes a free end, and the safety and stability of the entire cofferdam cannot be guaranteed. Therefore, the traditional cofferdam steel pipe pile construction technology can only be used in softer formations, and cannot be effectively applied in bare rock riverbeds. Summary of the invention

[0004] In order to solve the problems in the prior art, the present application provides a steel pipe pile construction process for a deep-water area high-angle bare rock cofferdam.

[0005] The invention provides a steel pipe pile construction process for deep-water large-angle bare rock cofferdam, which adopts the following technical solution: A construction process for steel pipe piles of deep-water large-angle bare rock cofferdams comprises the following steps: S1: drilling a hole downward on the bare rock surface to form a pile hole, wherein the diameter of the pile hole is larger than the diameter of the steel pipe pile; S2: Filling soil into the bottom of the pile hole; S3: inserting and driving the steel pipe pile into the pile hole; S4: pouring concrete into the steel pipe piles.

[0006] Preferably, in S3, before the steel pipe pile is inserted into the pile hole, a guide ring is first arranged at the top opening of the pile hole, and the steel pipe pile is aligned with the pile hole using the guide ring.

[0007] Preferably, in S3, the riverbed at the top of the pile hole is firstly leveled, and then the guide ring is anchored at the leveled position at the top of the pile hole.

[0008] Preferably, the structure of the guide ring is divided into two parts, an upper part of the guide ring, and an lower part of the guide ring. The upper part of the guide ring is an upper ring, and the lower part of the guide ring is a lower ring. The outer diameter of the upper ring is greater than the outer diameter of the lower ring. The upper ring is used to overlap on the entire plane of the top of the pile hole, and the lower ring is used to extend into the pile hole and the outer wall of the lower ring is used to press against the inner wall of the pile hole.

[0009] Preferably, a plurality of balls are arranged around the axis on the inner wall of the guide ring, and during the driving process of the steel pipe pile, the plurality of balls are used to simultaneously roll and contact the steel pipe pile.

[0010] Preferably, an inner tube is fixedly connected to the bottom of the guide ring, the inner tube is made of rubber material, the inner tube is ring-shaped and hollow inside, and the interior of the inner tube is filled with fillers.

[0011] Preferably, the filler inside the inner tube is mud.

[0012] Preferably, the amount of the soil is controlled in S2 to ensure that after the steel pipe pile is driven, the bottom of the steel pipe pile is padded on the bottom of the pile hole by the soil.

[0013] Preferably, a pressure sensor is provided at the bottom of the guide ring.

[0014] Preferably, the inner tube is connected to a mud pump through a pipeline. After the steel pipe pile is driven, the mud pump is connected to the pressure sensor signal. When the pressure sensor detects that the pressure value becomes smaller, the mud pump injects mud into the inner tube.

[0015] The beneficial effects of the present invention are: In the present invention, the steel pipe pile can be effectively driven into the bare rock riverbed, and in the later stage of driving, the bottom of the steel pipe pile will squeeze the soil at the bottom of the pile hole, so that the soil fills the gap between the steel pipe pile and the pile hole upwards, and finally the steel pipe pile can maintain good stability due to the squeezing of the soil after being driven into place, and the shaking is reduced, which solves the problem that the traditional cofferdam steel pipe pile construction process in the prior art can only be applied to softer formations and cannot be applied on bare rock riverbeds, resulting in the difficulty in implementing the construction of large-angle bare rock cofferdam steel pipe piles in deep water areas. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 It is a flow chart of the steel pipe pile construction process in the embodiment of the present application; Figure 2 Schematic diagram of the pile hole structure formed by S2 of the steel pipe pile construction process in the embodiment of the present application; Figure 3 Schematic diagram of the steel pipe pile driving structure formed by S3 of the steel pipe pile construction process in the embodiment of the present application; Figure 4 yes Figure 3 A partial enlarged view of .

[0017] Explanation of the accompanying drawings: 1. Pile hole; 2. Steel pipe pile; 3. Soil; 4. Guide ring; 41. Upper ring; 42. Lower ring; 43. Ball; 5. Inner tube; 6. Pressure sensor. DETAILED DESCRIPTION

[0018] The following will be combined with the attached Figure 1 -Attached Figure 4 The present invention is further illustrated by the following embodiments.

[0019] This embodiment discloses a steel pipe pile construction process for a deep-water area high-angle bare rock cofferdam.

[0020] Reference Figures 1 to 4 The construction process of steel pipe piles for deep-water high-angle bare rock cofferdams includes the following steps: S1: drilling a hole downward on the bare rock surface to form a pile hole 1, wherein the diameter of the pile hole 1 is larger than the diameter of the steel pipe pile 2; S2: Fill soil 3 into the bottom of the pile hole 1; S3: inserting the steel pipe pile 2 into the pile hole 1; S4: pouring concrete into the steel pipe pile 2.

[0021] Through the above construction steps, the steel pipe pile 2 can be effectively driven into the bare rock riverbed, and in this process, since the diameter of the pile hole 1 is larger than that of the steel pipe pile 2, the steel pipe pile 2 can easily enter the pile hole 1 in the first half of the driving, and the rock inner wall of the pile hole 1 can be prevented from causing excessive damage to the steel pipe pile 2 by centering. In addition, in this embodiment, the bottom of the steel pipe pile 2 is a closed end, and the bottom of the steel pipe pile 2 will squeeze the soil 3 at the bottom of the pile hole 1 in the later stage of driving, so that the soil 3 is filled upward in the gap between the steel pipe pile 2 and the pile hole 1, and finally the steel pipe pile 2 can maintain good stability due to the squeezing of the soil 3 after being driven into place, reducing the shaking. To sum up, the steel pipe pile construction technology for high-angle bare rock cofferdams in deep water areas of the present invention can be effectively applied in bare rock riverbeds, solving the problem that the traditional cofferdam steel pipe pile 2 construction technology in the prior art can only be applied in softer formations and cannot be applied on bare rock riverbeds, resulting in the difficulty in implementing the construction of high-angle bare rock cofferdam steel pipe piles 2 in deep water areas.

[0022] In S1, a hole is drilled downward on the bare rock surface by using a drilling rig, such as a core drill, an impact drill, a rotary drill or a hydraulic drill, etc. In S2, soil is filled into the bottom of the pile hole 1 by using a pumping system, such as a mud pump or a grouting machine.

[0023] Reference Figures 2 to 4Before the steel pipe pile 2 is inserted into the pile hole 1, a guide ring 4 is first arranged at the top opening of the pile hole 1, and the steel pipe pile 2 is aligned with the pile hole 1 using the guide ring 4 to prevent the steel pipe pile 2 from deviating during the insertion process, reduce damage to the steel pipe pile 2, and ensure the position accuracy of the steel pipe pile 2 after the insertion is completed. It should be noted that in order to facilitate the arrangement of the guide ring 4 at the top opening of the pile hole 1, the riverbed at the top edge of the pile hole 1 needs to be leveled first to avoid the difficulty of the arrangement process of the guide ring 4 caused by the angle of the riverbed with a large inclination angle, and the guide ring 4 is anchored on the flat surface. In this embodiment, the structure of the guide ring 4 is divided into two parts in the whole plane, the upper part of the guide ring 4 is the upper ring 41, and the lower part of the guide ring 4 is the lower ring 42. The upper ring 41 and the lower ring 42 are connected as one piece. The outer diameters of the upper ring 41 and the lower ring 42 are different. The outer diameter of the upper ring 41 is larger than the outer diameter of the lower ring 42. The upper ring 41 is used to overlap on the whole plane of the top of the pile hole 1, and the lower ring 42 is used to extend into the pile hole 1 and the outer wall of the lower ring 42 is used to press against the inner wall of the pile hole 1, so as to horizontally limit the guide ring 4. A plurality of balls 43 are arranged around the axis of the inner wall of the guide ring 4. During the process of inserting the steel pipe pile 2, the plurality of balls 43 are used to roll and contact the steel pipe pile 2 at the same time. Finally, the guide ring 4 achieves the guiding effect of the steel pipe pile 2 through its own horizontal limit and axial positioning of the steel pipe pile 2, and the friction between the steel pipe pile 2 and the guide ring 4 can be reduced by using the balls 43, so that the steel pipe pile 2 can be inserted into the pile hole 1 more smoothly.

[0024] Reference Figure 4 The bottom of the guide ring 4 is fixedly connected with an inner tube 5, which is made of rubber material and has good deformation ability. The inner tube 5 is ring-shaped and hollow inside, and the inner tube 5 is filled with fillers. The purpose of setting the inner tube 5 is that in the early stage of inserting the steel pipe pile 2, the soil 3 at the bottom of the pile hole 1 is not squeezed upward to the position of the inner tube 5, and the inner tube 5 is not squeezed and deformed, so as to avoid excessive friction at the outer wall of the steel pipe pile 2, thereby avoiding obstacles to the insertion of the steel pipe pile 2; in the later stage of inserting the steel pipe pile 2, as the soil 3 at the bottom of the pile hole 1 is squeezed upward to the position of the inner tube 5, the inner tube 5 will be gradually squeezed and deformed until it is flattened between the soil 3 and the bottom of the guide ring 4. At this time, the inner tube 5 can play a sealing effect, reduce the loss of soil 3 in the pile hole 1, and make the steel pipe pile 2 more stable in the pile hole 1. In this embodiment, the filler inside the inner tube 5 is mud, and using mud as the filler of the inner tube 5 has the advantage of easy material acquisition.

[0025] Reference Figure 3 By controlling the amount of soil 3, after the steel pipe pile 2 is driven, the bottom of the steel pipe pile 2 is padded on the bottom of the pile hole 1 by the soil 3. The padding soil can better fill the unevenness of the bottom of the borehole on the one hand, and provide a certain buffering effect for the steel pipe pile 2 on the other hand.

[0026] Reference Figure 4 , a pressure sensor 6 is provided at the bottom of the guide ring 4. When the steel pipe pile 2 is driven into place, the soil 3 squeezed upward will act on the bottom of the guide ring 4 through the inner tube 5. Therefore, during the driving process of the steel pipe pile 2, by monitoring the value change of the pressure sensor 6, it is possible to quickly determine whether the steel pipe pile 2 is driven into place. In addition, after the driving is completed, the stability of the steel pipe pile 2 can be determined by continuously monitoring the value of the pressure sensor 6. For example, if the pressure value decreases, it means that the squeezing force of the soil 3 is insufficient, and there may be a situation where the soil 3 is lost, which will lead to insufficient stability of the steel pipe pile 2, and the staff needs to take timely countermeasures. In short, in addition to allowing construction personnel to determine whether the steel pipe pile 2 is driven into place, the pressure sensor 6 can also be used by construction personnel to determine whether the stability of the steel pipe pile 2 can be guaranteed during the subsequent construction process.

[0027] Reference Figure 4 The inner tube 5 is connected to a mud pump through a pipeline, and the pipeline passes through the guide ring 4 upward. After the steel pipe pile 2 is driven, the mud pump is connected to the pressure sensor 6 signal. When the pressure sensor 6 detects that the pressure value becomes smaller, the mud pump injects mud into the inner tube 5 to expand the inner tube 5 to compensate for the pressure loss due to the loss of soil 3, thereby ensuring the stability of the steel pipe pile 2 driven in the pile hole 1. In addition, the expansion of the inner tube 5 can further enhance the sealing effect, thereby reducing the loss of soil 3.

[0028] The above are all preferred embodiments of the present invention, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A construction process for steel pipe piles in deep-water areas with large dip angles and bare rock cofferdams, characterized in that: The following steps are involved: S1: drilling downwards on the bare rock surface to form a pile hole (1), wherein the diameter of the pile hole (1) is larger than the diameter of the steel pipe pile (2); S2: Filling soil (3) into the bottom of the pile hole (1); S3: inserting the steel pipe pile (2) into the pile hole (1); S4: pouring concrete into the steel pipe pile (2).

2. The steel pipe pile construction process for deep-water large-angle bare rock cofferdam according to claim 1 is characterized by: In S3, before the steel pipe pile (2) is inserted into the pile hole (1), a guide ring (4) is arranged at the top opening of the pile hole (1), and the steel pipe pile (2) and the pile hole (1) are aligned using the guide ring (4).

3. The steel pipe pile construction process for deep-water large-angle bare rock cofferdam according to claim 2 is characterized in that: In S3, the riverbed at the top of the pile hole (1) is first leveled, and then the guide ring (4) is anchored at the leveled position at the top of the pile hole (1).

4. The steel pipe pile construction process for deep-water high-angle bare rock cofferdam according to claim 3 is characterized by: The structure of the guide ring (4) is divided into two parts, an upper part and an lower part, on the whole plane. The upper part of the guide ring (4) is an upper ring (41), and the lower part of the guide ring (4) is a lower ring (42). The outer diameter of the upper ring (41) is larger than the outer diameter of the lower ring (42). The upper ring (41) is used to overlap on the whole plane of the top of the pile hole (1), and the lower ring (42) is used to extend into the pile hole (1) and the outer wall of the lower ring (42) is used to press against the inner wall of the pile hole (1).

5. The steel pipe pile construction process for deep-water large-angle bare rock cofferdam according to claim 4 is characterized by: The inner wall of the guide ring (4) is provided with a plurality of balls (43) around the axis. During the driving process of the steel pipe pile (2), the plurality of balls (43) are used to roll in contact with the steel pipe pile (2).

6. The steel pipe pile construction process for deep-water high-angle bare rock cofferdam according to claim 5 is characterized by: The bottom of the guide ring (4) is fixedly connected with an inner tube (5), the inner tube (5) is made of rubber material, the inner tube (5) is ring-shaped and hollow inside, and the inner tube (5) is filled with filler.

7. The steel pipe pile construction process for deep-water large-angle bare rock cofferdam according to claim 6 is characterized by: The filler inside the inner tube (5) is mud.

8. The steel pipe pile construction process for deep-water large-angle bare rock cofferdam according to claim 1 is characterized by: In S2, the amount of the soil (3) is controlled to ensure that after the steel pipe pile (2) is driven, the bottom of the steel pipe pile (2) is cushioned on the bottom of the pile hole (1) by the soil (3).

9. The steel pipe pile construction process for deep-water high-angle bare rock cofferdam according to claim 7 is characterized by: A pressure sensor (6) is provided at the bottom of the guide ring (4).

10. The steel pipe pile construction process for deep-water large-angle bare rock cofferdam according to claim 9 is characterized in that: The inner tube (5) is connected to a mud pump via a pipeline. After the steel pipe pile (2) is driven, the mud pump is connected to the pressure sensor (6) by signal. When the pressure sensor (6) detects that the pressure value becomes smaller, the mud pump injects mud into the inner tube (5).

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