Sleeve pile joint structure for underground diaphragm wall

Abstract

The utility model discloses a sleeve pile joint structure for an underground diaphragm wall. The sleeve pile joint structure comprises a secant pile, a first jet grouting pile and a second jet grouting pile, the secant piles are arranged between every two adjacent sections of underground diaphragm walls, one side of each secant pile is connected with the first section of underground diaphragm wall in a secant mode, and the other side of each secant pile is connected with the second section of underground diaphragm wall in a secant mode. The first jet grouting piles are arranged at the joints of the secant piles and the first underground diaphragm wall section, and the second jet grouting piles are arranged at the joints of the secant piles and the second underground diaphragm wall section. Wherein the first jet grouting piles and the second jet grouting piles are located on the soil facing sides of the two adjacent sections of underground diaphragm walls, and the first jet grouting piles and the second jet grouting piles are connected in an engaged mode; the joint is simple in structural design, high in construction efficiency, stable in performance, light in construction disturbance and small in occupied area, and the axial surface environment is powerfully protected.

Description

Technical Field

[0001] This utility model belongs to the field of underground engineering construction technology, and specifically relates to a pile joint structure for underground continuous walls. Background Technology

[0002] Before the excavation of the foundation pit of the main structure, a long and narrow deep trench is excavated along its perimeter axis and into depth using trenching machinery. After the trench is formed, a steel cage is suspended in the trench and then underwater concrete is poured to form a unit trench segment. This process is carried out segment by segment to build a continuous reinforced concrete wall underground, which serves as a water interception, seepage prevention, load-bearing, and water-retaining structure.

[0003] To ensure the performance of diaphragm walls, the quality of joint connections between different sections is crucial. Currently, commonly used joint types are mainly divided into rigid and flexible connections. Rigid joints offer better water-stopping performance and strong overall rigidity, but their complex installation process, high cost, and difficulties in cleaning and removing mud and sand lead to unstable joint connection performance. Flexible joints are mainly connected through concrete bonding, resulting in more stable section connection performance, but their overall integrity is poor, the concrete curing period is long, the seepage path is short, and leakage problems are prone to occur. Utility Model Content

[0004] To address the technical problems existing in the prior art, this utility model provides a pile cap joint structure for underground continuous walls, which solves the problems of high cost and unstable performance of existing rigid connection joints, as well as long construction period and poor water-stopping performance of flexible connection joints.

[0005] To achieve the above objectives, the technical solution adopted by this utility model is as follows:

[0006] This utility model provides a pile coupling structure for underground diaphragm walls, wherein the pile coupling structure is disposed between two adjacent sections of diaphragm wall; wherein the pile coupling structure includes interlocking piles, a first jet grouting pile and a second jet grouting pile;

[0007] The interlocking stake is set between two adjacent diaphragm wall sections. One side of the interlocking stake is interlocked with the first diaphragm wall section, and the other side of the interlocking stake is interlocked with the second diaphragm wall section.

[0008] The first jet grouting pile is installed at the joint between the interlocking pile and the first section of the diaphragm wall, and the second jet grouting pile is installed at the joint between the interlocking pile and the second section of the diaphragm wall; wherein, the first jet grouting pile and the second jet grouting pile are both located on the soil-facing side of two adjacent sections of the diaphragm wall, and the first jet grouting pile and the second jet grouting pile are interlocked and connected.

[0009] Furthermore, the interlocking pile includes an interlocking pile reinforcement cage and a concrete pile body, wherein the concrete pile body is wrapped around the outside of the interlocking pile reinforcement cage.

[0010] Furthermore, the interlocking depth between the interlocking pile and the diaphragm wall is 0.3-0.35m.

[0011] Furthermore, the diaphragm wall includes a diaphragm wall reinforcement cage and diaphragm wall concrete wrapped around the outside of the diaphragm wall reinforcement cage; wherein, the ends of the diaphragm wall reinforcement cage are provided with sealing bars.

[0012] Furthermore, the sealing bar has an M-shaped cross-section; wherein the opening of the sealing bar is located away from the interlocking pile, and the middle part of the sealing bar extends inward toward the center of the diaphragm wall.

[0013] Furthermore, both the first jet grouting pile and the second jet grouting pile are equipped with a post-grouting pipe; wherein, the post-grouting pipe is located near the joint between the interlocking pile and the diaphragm wall, and is used to grout and reinforce the joint between the interlocking pile and the diaphragm wall.

[0014] Furthermore, the diameter of the interlocking pile is 1.0m.

[0015] Furthermore, the diameter of both the first jet grouting pile and the second jet grouting pile is 600mm.

[0016] Furthermore, a 300mm groove interval is provided between two adjacent diaphragm wall sections.

[0017] Furthermore, the cement spraying range of the first jet grouting pile overlaps with the interlocking pile portion, and the cement spraying range of the second jet grouting pile also overlaps with the interlocking pile portion.

[0018] Compared with the prior art, the beneficial effects of this utility model are as follows:

[0019] This utility model provides a pile joint structure for diaphragm walls. By setting interlocking piles at the joint of two adjacent diaphragm wall sections, the diaphragm wall sections of the adjacent trench are connected using the interlocking piles, ensuring good water-stopping performance at the joint of the diaphragm wall. By setting jet grouting piles at the joint of the interlocking piles and the diaphragm wall, the joint of the interlocking piles and the diaphragm wall is reinforced using jet grouting piles, further improving the waterproof and seepage-resistant performance of the joint. The joint structure has a simple design, high construction efficiency, stable joint performance, and less construction disturbance, with a small site area occupation, achieving effective protection of the axial environment.

[0020] Furthermore, by setting sealing bars at the ends of the diaphragm wall reinforcement cage and designing the cross-section of the sealing bars as an M-shaped structure, the joint fit between the diaphragm wall and the interlocking pile is strengthened by excavating the plain concrete at the ends of the diaphragm wall and using the M-shaped sealing bars during the rotary drilling process of the interlocking pile.

[0021] Furthermore, post-grouting pipes are embedded in all jet grouting piles to reinforce the joints between the interlocking piles and the diaphragm wall, effectively enhancing the water-stopping effect of the interlocking pile joints.

[0022] Furthermore, the cement spraying range of the jet grouting pile is set to coincide with the interlocking pile section to ensure that the joint is filled tightly. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the overall structure of the pile joint structure for underground continuous walls described in this utility model.

[0024] Figure 2 This is a detailed structural diagram of the pile joint structure for underground continuous walls described in this utility model;

[0025] Figure 3 This is a schematic diagram of the construction process of the pile joint structure for underground continuous walls described in this utility model.

[0026] Among them, 1 is the interlocking pile, 2 is the first jet grouting pile, 3 is the second jet grouting pile, 4 is the post-grouting pipe; 11 is the interlocking pile reinforcement, 12 is the concrete pile body; 100 is the first diaphragm wall, 200 is the second diaphragm wall; 101 is the diaphragm wall reinforcement cage, 102 is the diaphragm wall concrete, 103 is the sealing reinforcement. Detailed Implementation

[0027] To make the technical problem solved by this utility model, the technical solution, and the beneficial effects clearer, the following specific embodiments provide a further detailed description of this utility model. It should be understood that the specific embodiments described herein are only for explaining this utility model and are not intended to limit this utility model.

[0028] As attached Figure 1 As shown, this utility model provides a sleeve joint structure for underground diaphragm walls, wherein the sleeve joint structure is disposed between two adjacent diaphragm wall sections; specifically, the sleeve joint structure is arranged between an adjacent first diaphragm wall section 100 and a second diaphragm wall section 200.

[0029] As attached Figure 2As shown, the pile joint structure for diaphragm walls of this utility model includes interlocking piles 1, first jet grouting piles 2, second jet grouting piles 3, and post-grouting pipes 4; the interlocking piles 1 are arranged between two adjacent sections of diaphragm walls; wherein, one side of the interlocking piles 1 is interlocked with the first section of diaphragm wall 100, and the other side of the interlocking piles 1 is interlocked with the second section of diaphragm wall 200.

[0030] Both the first jet grouting pile 2 and the second jet grouting pile 3 are located on the soil-facing side of two adjacent diaphragm wall sections; wherein, the first jet grouting pile 2 is located at the joint between the interlocking pile 1 and the first diaphragm wall section 100, and the second jet grouting pile 3 is located at the joint between the interlocking pile 1 and the second diaphragm wall section 200; furthermore, the first jet grouting pile 2 and the second jet grouting pile 3 are interlocked and connected, the cement spraying range of the first jet grouting pile 2 partially overlaps with that of the interlocking pile 1, and the cement spraying range of the second jet grouting pile 3 partially overlaps with that of the interlocking pile 1.

[0031] Both the first jet grouting pile 2 and the second jet grouting pile 3 are equipped with a post-grouting pipe 4; wherein, the post-grouting pipe 4 is set near the joint between the interlocking pile 1 and the diaphragm wall, and is used to grout and reinforce the joint between the interlocking pile 1 and the diaphragm wall.

[0032] In this utility model, the diaphragm wall includes a diaphragm wall reinforcement cage 101 and a diaphragm wall concrete 102, with the diaphragm wall concrete 102 encasing the outside of the diaphragm wall reinforcement cage. A sealing bar 103 is provided at the end of the diaphragm wall reinforcement cage. Preferably, the sealing bar 103 has an M-shaped cross-section. The opening of the M-shaped sealing bar 103 is located away from the interlocking pile 1. Furthermore, the middle portion of the M-shaped sealing bar 103 extends inward toward the center of the diaphragm wall. The plain concrete of the first-stage diaphragm wall trench is removed during the rotary drilling process of the second-stage interlocking pile. The M-shaped sealing bar at the end of the diaphragm wall reinforcement cage enhances the fit with the interlocking pile joint.

[0033] In this utility model, the interlocking pile 1 includes an interlocking pile reinforcement cage 11 and a concrete pile body 12, the concrete pile body 12 being wrapped around the outside of the interlocking pile reinforcement cage 11; preferably, the pile diameter of the interlocking pile 1 is 1m, and the interlocking depth between the interlocking pile 1 and the first section of diaphragm wall 100 or the second section of diaphragm wall 200 is 0.3-0.35m.

[0034] In this utility model, the diameter of the first jet grouting pile 2 and the second jet grouting pile 3 is 600mm, and they are arranged on the soil-facing side near the joint between the interlocking pile and the diaphragm wall. The cement spraying range of the jet grouting pile overlaps with the interlocking pile part, thereby ensuring that the joint is filled tightly.

[0035] The following section provides a detailed description of the pile sleeve joint structure in conjunction with the construction method described above.

[0036] As attached Figure 3 As shown, the pile-sleeve joint structure for diaphragm walls described in this utility model is constructed as follows:

[0037] Step 1: According to the design requirements of the diaphragm wall, excavate the first section 100 and the second section 200 of the diaphragm wall on both sides of the pile joint structure. Specifically, firstly, use a rotary drilling rig to drill a pilot hole to obtain the existing hole position; then, use a trenching machine and a twin-wheel trenching machine to excavate the trench along the existing hole position. After the trench is completed, clean the bottom and inspect the trench to ensure that the verticality of the trench section and the flatness of the trench wall meet the requirements. It should be noted that the length of the first section 100 and the second section 200 of the diaphragm wall is 7200 mm, and there is a 300 mm trench interval between adjacent sections of the diaphragm wall.

[0038] Step 2: After the trench sections of the first diaphragm wall 100 and the second continuous wall 200 are excavated, the diaphragm wall reinforcement cage 101 is hoisted and placed. The end of the diaphragm wall reinforcement cage 101 is provided with an M-shaped sealing bar 103. The total length of the diaphragm wall reinforcement cage 101 is 6500mm. During the installation process, a limiting block is used to ensure that the diaphragm wall reinforcement cage 101 is in the middle of the trench section to prevent damage to the reinforcement cage when the plain concrete at the end of the diaphragm wall is excavated later.

[0039] Step 3: After the diaphragm wall reinforcement cage 101 is installed and positioned, the duct concrete is poured to obtain two adjacent diaphragm wall sections; wherein, the time interval between pouring the two adjacent sections is determined according to the change of concrete age to prevent the hole deviation during subsequent interlocking pile construction.

[0040] Step 4: After the concrete of the trench sections of the two adjacent diaphragm walls reaches the design strength requirements, the drilling of the interlocking pile 1 and the removal of the plain concrete of the interlocking part of the joint at the end of the diaphragm wall are carried out. Among them, a rotary drilling rig is used for drilling. During the drilling process, the verticality is ensured to meet the requirements by increasing the drill bit length and changing the drill tooth type.

[0041] Step 5: Clean and inspect the bottom of the hole for the interlocking pile 1, then hoist the interlocking pile reinforcement cage 11, and pre-embed sonic logging tubes and inclinometers to detect the subsequent pile displacement and verticality.

[0042] Step 6: Use guide pipes to pour concrete for the interlocking pile 1; during the pouring process, ensure the continuity of the pouring and the firmness of the joints between the guide pipes.

[0043] Step 7: After the concrete of the interlocking pile reaches the preset strength, jet grouting pile 2 is constructed on the soil-facing side of the diaphragm wall; wherein, the location of the jet grouting pile 2 is close to the joint between the diaphragm wall and the interlocking pile, and the joint is reinforced by the cement and soil of the jet grouting pile.

[0044] Step 8: After the jet grouting pile construction is completed, the quality of the pile body is checked by core sampling. The core sampling location is close to the joint between the trench section and the interlocking pile. After the core is taken, the post-grouting pipe 4 is immediately buried, and the joint is further reinforced by grouting.

[0045] It should be noted that a guide wall must be constructed before constructing the diaphragm wall for guidance and positioning. The guide wall is 50mm wider than the diaphragm wall. During the construction of the diaphragm wall trench section, based on the site survey, to ensure trenching quality and efficiency while minimizing the impact on the surrounding environment, this utility model employs a rotary drilling rig, a diaphragm wall trenching machine, and a twin-wheel milling machine in conjunction to complete the excavation of the diaphragm wall trench section. Specifically, the rotary drilling rig first drills 1000mm diameter holes at the ends and middle of the trench section for positioning and guidance by the trenching machine and the twin-wheel milling machine. Verticality control during trench excavation is crucial. Based on geological conditions, a trenching machine is used to excavate the upper soft soil layer, while a twin-wheel trenching machine is used to trench along the borehole for the lower sand and hard rock. After ultrasonic testing, the reinforcing cage is hoisted and concrete is poured. Preferably, a 1m diameter, 2.5m length rotary drill bit, combined with a 1m diameter double-bottom sand bucket, is used to improve drilling efficiency in rock formations. This ensures the rotary drill maintains a stable advance speed in different strata, preventing borehole deviation and facilitating borehole guidance stability and verticality control.

[0046] In this invention, before constructing the interlocking piles, the original rotary drilling rig is modified and optimized by configuring a roller cone drill with higher excavation efficiency and extending the length of the drill bit. During drilling, a total station and an onboard control system are used to check and correct the verticality of the rotary drilling rig. After the rotary drilling rig completes the hole, the interlocking pile reinforcement cage is hoisted and the guide concrete is poured. The quality of the pile is tested using ultrasonic testing.

[0047] In this invention, two jet grouting piles are installed at the joint on the outside of the foundation pit. At the same time, after the jet grouting piles have solidified, core samples are taken near the joint, and two post-grouting pipes 4 with a diameter of 42mm are pre-embedded. The post-grouting pipes 4 are used to grout and reinforce the joint between the diaphragm wall and the interlocking piles, thereby enhancing the water-stopping effect of the interlocking pile joint.

[0048] The pile sleeve joint for diaphragm walls described in this utility model firstly considers the strength characteristics of different strata during trenching construction. It utilizes a trenching machine to first extract the upper soft strata to the contact surface between soft and hard strata, and then uses a twin-wheel milling machine to construct the hard rock strata. This combination significantly shortens the construction period. Furthermore, compared to traditional flexible and rigid connections for diaphragm walls, the pile sleeve process eliminates the need for a pile driver for joint treatment, saving material input and reducing disturbance to the surrounding geology. The water-stopping joint design is simple and convenient for construction; it reduces mutual interference between mechanical equipment, improving construction efficiency; the joint design is concise, construction efficiency is high, water-stopping performance is good, joint performance is stable, and construction disturbance is minimal, requiring a small site area and effectively protecting the surrounding environment.

[0049] The pile coupling described in this utility model eliminates the need for a pile driving machine to clean the joint of mud and sand, minimizing disturbance to the surrounding geological environment and protecting the surrounding environment. The interlocking pile water-stopping coupling provides excellent water-stopping effect, a longer seepage path, and a simple design that facilitates construction. The construction process is simple and highly efficient. Interlocking piles can be constructed during trenching without occupying critical steps. The rotary drilling rig is multi-functional, capable of both drilling and constructing interlocking pile couplings, saving on construction machinery costs while improving construction efficiency. It requires minimal construction space, as the interlocking piles can be constructed while mounted on a guide wall, reducing interference between machinery and improving construction effectiveness.

[0050] The above embodiments are merely one of the implementation methods to achieve the technical solution of this utility model. The scope of protection claimed by this utility model is not limited to this embodiment, but also includes any variations, substitutions and other implementation methods that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this utility model.

Claims

1. A sleeve joint structure for a diaphragm wall, characterized by, The pile joint structure is set between two adjacent sections of diaphragm wall; wherein, the pile joint structure includes interlocking pile (1), first jet grouting pile (2) and second jet grouting pile (3). The interlocking pile (1) is set between two adjacent sections of diaphragm wall. One side of the interlocking pile (1) is interlocked with the first section of diaphragm wall (100), and the other side of the interlocking pile (1) is interlocked with the second section of diaphragm wall (200). The first jet grouting pile (2) is set at the joint between the interlocking pile (1) and the first section of diaphragm wall (100), and the second jet grouting pile (3) is set at the joint between the interlocking pile (1) and the second section of diaphragm wall (200); wherein the first jet grouting pile (2) and the second jet grouting pile (3) are both located on the soil-facing side of the two adjacent sections of diaphragm wall, and the first jet grouting pile (2) and the second jet grouting pile (3) are interlocked and connected.

2. A sleeve joint structure for a diaphragm wall according to claim 1, wherein The interlocking pile (1) includes an interlocking pile reinforcement cage (11) and a concrete pile body (12), wherein the concrete pile body (12) is wrapped around the outside of the interlocking pile reinforcement cage (11).

3. A sleeve joint structure for a diaphragm wall according to claim 1, wherein The interlocking depth between the interlocking pile (1) and the diaphragm wall is 0.3-0.35m.

4. A socket joint structure for a diaphragm wall according to claim 1, wherein The diaphragm wall includes a diaphragm wall reinforcement cage (101) and diaphragm wall concrete (102) wrapped around the outside of the diaphragm wall reinforcement cage; wherein, the end of the diaphragm wall reinforcement cage is provided with sealing bars (103).

5. A socket joint structure for a diaphragm wall according to claim 4, wherein The sealing bar (103) has an M-shaped cross-section; wherein the opening direction of the sealing bar (103) is set away from the interlocking pile (1), and the middle part of the sealing bar (103) extends inward toward the center of the diaphragm wall.

6. A socket joint structure for a diaphragm wall according to claim 1, wherein Both the first jet grouting pile (2) and the second jet grouting pile (3) are equipped with a post-grouting pipe (4); wherein the post-grouting pipe (4) is set near the joint between the interlocking pile (1) and the diaphragm wall, and is used to grout and reinforce the joint between the interlocking pile (1) and the diaphragm wall.

7. A socket joint structure for a diaphragm wall according to claim 1, wherein The diameter of the interlocking pile (1) is 1.0m.

8. A socket joint structure for a diaphragm wall according to claim 7, wherein The diameter of both the first jet grouting pile (2) and the second jet grouting pile (3) is 600mm.

9. A socket joint structure for a diaphragm wall according to claim 7, wherein There is a 300mm gap between adjacent sections of the diaphragm wall.

10. The socket joint structure for a diaphragm wall according to claim 1, wherein The cement spraying range of the first jet grouting pile (2) partially overlaps with that of the interlocking pile (1), and the cement spraying range of the second jet grouting pile (3) partially overlaps with that of the interlocking pile (1).

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