Deep soft soil foundation reinforcing structure

Abstract

The utility model discloses a deep soft soil foundation reinforcing structure which comprises an underground diaphragm wall, a plurality of reinforcing ribs, a plurality of reinforcing ribs, a plurality of reinforcing ribs, a plurality of reinforcing ribs and a plurality of reinforcing ribs. The high-pressure jet grouting piles are arranged on the inner side of the underground diaphragm wall in a rectangular surrounding mode, and every two adjacent high-pressure jet grouting piles are overlapped with each other; the first cement mixing piles are arranged on the inner side of the high-pressure jet grouting pile in a surrounding mode, and the ends of every two adjacent cement mixing piles are overlapped. The utility model has the following advantages and effects: through the cooperation of the underground diaphragm wall, the high-pressure jet grouting piles and the first cement mixing piles, cement paste can uniformly and stably permeate into undisturbed soil in the initial stage of foundation reinforcement, so that the disturbance and influence of foundation reinforcement on the undisturbed soil are reduced to the minimum, and the deformation of a foundation pit is controlled to the maximum extent.

Description

Technical Field

[0001] This utility model relates to the field of building construction, and in particular to a deep soft soil foundation reinforcement structure. Background Technology

[0002] Soft soil foundations are commonly found in soil types such as silty soil and clay soil. These soils typically have high water content, high compressibility, and low strength, making them unsuitable for direct construction of buildings or laying of municipal pipelines. Therefore, reinforcement treatment is required.

[0003] Soft soil foundation reinforcement is a technical measure taken to address problems such as insufficient soil bearing capacity and poor stability. It aims to improve the bearing capacity and stability of the foundation, reduce settlement, and ensure the safety and quality of construction projects.

[0004] Currently, the most common method for reinforcing soft soil foundations is cement mixing pile reinforcement, which involves drilling holes in the ground and then injecting cement grout to reinforce the ground. However, in the initial stage of construction, the introduction of cement grout can disturb the original soil, leading to deformation of the foundation pit, which needs to be improved. Utility Model Content

[0005] In view of the shortcomings of the existing technology, the purpose of this utility model is to provide a deep soft soil foundation reinforcement structure that can reduce the disturbance and impact on the original soil and reduce the deformation of the foundation pit.

[0006] The above-mentioned technical objective of this utility model is achieved through the following technical solution: a deep soft soil foundation reinforcement structure, comprising:

[0007] The underground diaphragm wall is rectangular in shape and is set around the perimeter of the ground, extending deep into the ground below;

[0008] High-pressure jet grouting piles are arranged in a rectangular pattern around the inner side of the underground continuous wall, with adjacent high-pressure jet grouting piles overlapping each other.

[0009] The first cement mixing pile is arranged around the inner side of the high-pressure jet grouting pile, and the ends of two adjacent cement mixing piles overlap.

[0010] In a preferred embodiment, the present invention can be further configured as follows: a second cement mixing pile is provided at both ends of the space enclosed by the first cement mixing pile, and multiple second cement mixing piles are arranged horizontally side by side and distributed in multiple rows. Every four rows of the second cement mixing piles form a group, and adjacent groups of the second cement mixing piles are distributed in a staggered manner, with any two adjacent groups and any two adjacent rows of the second cement mixing piles overlapping each other.

[0011] In a preferred embodiment, the present invention can be further configured as follows: the underground continuous wall includes corners, connecting columns, and wall panels. The corners are arranged at the four corners, the connecting columns are arranged between two adjacent corners, and grooves are provided on both sides of the corners and the connecting columns. The wall panels are arranged between the corners, the connecting columns, and the two adjacent connecting columns, and are slidably embedded in the grooves.

[0012] In a preferred embodiment, the present invention can be further configured such that: dovetail blocks are vertically arranged at both ends of the wall panel, and dovetail grooves are provided on both sides of the groove for the dovetail blocks to slide and embed.

[0013] In a preferred embodiment, the present invention can be further configured such that: the wall panel includes a plurality of panels, one side of each panel is provided with an insert strip, and the other side is provided with a slot for inserting the insert strip.

[0014] In a preferred embodiment, the present invention can be further configured such that: a plurality of weight-reducing holes are vertically through the plate.

[0015] In a preferred embodiment, the present invention can be further configured such that a lifting ring is provided at the upper end of the plate.

[0016] In summary, this utility model has the following beneficial effects:

[0017] 1. By using a combination of underground continuous walls, high-pressure jet grouting piles and first cement mixing piles, cement grout can be uniformly and stably infiltrated into the original soil in the early stage of foundation reinforcement, thereby minimizing the disturbance and impact of foundation reinforcement on the original soil and controlling the deformation of the foundation pit to the greatest extent.

[0018] 2. By setting up prefabricated diaphragm walls and using a snap-fit ​​fixing structure, rapid construction of diaphragm walls can be achieved, improving on-site construction efficiency. Attached Figure Description

[0019] Figure 1 This is a structural schematic diagram of an embodiment;

[0020] Figure 2 This is a schematic diagram of the underground continuous wall structure in an embodiment.

[0021] Attached reference numerals: 1. Diaphragm wall; 11. Corner; 12. Connecting column; 13. Wall panel; 131. Panel; 132. Insert; 133. Slot; 134. Weight reduction hole; 135. Lifting ring; 14. Groove; 15. Dovetail block; 16. Dovetail groove; 2. High-pressure jet grouting pile; 3. First cement mixing pile; 4. Second cement mixing pile. Detailed Implementation

[0022] The present invention will be further described in detail below with reference to the accompanying drawings.

[0023] like Figure 1 As shown, a deep soft soil foundation reinforcement structure includes a diaphragm wall 1, a high-pressure jet grouting pile 2, a first cement mixing pile 3, and a second cement mixing pile 4.

[0024] like Figure 1 As shown, the underground continuous wall 1 is rectangularly arranged around the ground and extends deep into the ground. The high-pressure jet grouting piles 2 are rectangularly arranged around the inner side of the underground continuous wall 1, and the two adjacent high-pressure jet grouting piles 2 overlap each other.

[0025] like Figure 1 As shown, the first cement mixing pile 3 is arranged around the inner side of the high-pressure jet grouting pile 2, and the ends of two adjacent cement mixing piles overlap.

[0026] like Figure 1 As shown, the second cement mixing piles 4 are located at both ends of the space enclosed by the first cement mixing piles 3. Multiple second cement mixing piles 4 are arranged horizontally side by side and distributed in multiple rows. Every four rows of second cement mixing piles 4 form a group, and adjacent groups of second cement mixing piles 4 are distributed in a staggered manner of length, with any two adjacent groups and any two adjacent rows of second cement mixing piles 4 overlapping each other.

[0027] Therefore, by using a combination of diaphragm wall 1, high-pressure jet grouting pile 2, first cement mixing pile 3, and second cement mixing pile 4, and by employing the skip-pile method for the second cement mixing pile 4 during construction, with discontinuous construction between adjacent sections, and allowing the adjacent sections to be constructed only after the previous section has been cured, the cement grout can be evenly and stably infiltrated into the original soil in the early stage of foundation reinforcement. This minimizes the disturbance and impact of foundation reinforcement on the original soil, thereby controlling the deformation of the foundation pit to the greatest extent.

[0028] like Figure 2 As shown, the diaphragm wall 1 includes corners 11, connecting columns 12, and wall panels 13. The corners 11 are located at the four corners, and the connecting columns 12 are positioned between adjacent corners 11.

[0029] like Figure 2 As shown, grooves 14 are provided on both sides of the corner 11 and the connecting column 12. The wall panel 13 is provided between the corner 11 and the connecting column 12 and between two adjacent connecting columns 12, and is slidably embedded in the groove 14.

[0030] like Figure 2 As shown, dovetail blocks 15 are vertically arranged at both ends of the wall panel 13, and dovetail grooves 16 are provided on both sides of the groove 14 for the dovetail blocks 15 to slide and be inserted.

[0031] When constructing the diaphragm wall 1, the corner 11 and connecting column 12 are first installed and fixed according to the layout position. Then, the wall panel 13 is embedded between the corner 11 and the connecting column 12, as well as between two adjacent connecting columns 12, and the two ends of the wall panel 13 are slidably embedded into the corresponding grooves 14. At this time, the dovetail block 15 and dovetail groove 16 are used to increase the stability of the connection position of the wall panel 13, ensuring the high-strength construction of the diaphragm wall 1. At the same time, the use of prefabricated diaphragm wall 1 and the use of a snap-fit ​​fixing structure enables the rapid construction of the diaphragm wall 1 and improves the on-site construction efficiency.

[0032] like Figure 2 As shown, the wall panel 13 includes multiple panels 131. One side of each panel 131 is provided with an insert 132, and the other side is provided with a slot 133 for inserting the insert 132, so as to realize the modularity of the wall panel 13, facilitate the transportation and installation of the wall panel 13, and improve the convenience and efficiency of construction.

[0033] like Figure 2 As shown, multiple weight-reducing holes 134 are vertically arranged through the panel 131 to reduce the weight of the wall panel 13 without affecting its structural strength, thus facilitating its construction. A lifting ring 135 is provided at the upper end of the panel 131 for easy hoisting and transportation of the wall panel 13.

[0034] The specific embodiments are merely explanations of this utility model and are not intended to limit it. After reading this specification, those skilled in the art can make modifications to these embodiments without contributing any inventive step, but such modifications are protected by patent law as long as they fall within the scope of the claims of this utility model.

Claims

1. A deep soft soil foundation reinforcement structure, characterized in that: include: The underground diaphragm wall (1) is rectangular and is set around the ground and extends into the ground. High-pressure jet grouting piles (2) are arranged in a rectangular pattern around the inner side of the underground continuous wall (1), and two adjacent high-pressure jet grouting piles (2) overlap each other; The first cement mixing pile (3) is arranged around the inner side of the high-pressure jet grouting pile (2), and the ends of two adjacent cement mixing piles overlap.

2. The deep soft soil foundation reinforcement structure according to claim 1, characterized in that: The space enclosed by the first cement mixing pile (3) is provided with a second cement mixing pile (4) at both ends. Multiple second cement mixing piles (4) are arranged horizontally side by side and distributed in multiple rows. Every four rows of second cement mixing piles (4) form a group. Adjacent groups of second cement mixing piles (4) are distributed in a staggered manner, and any two adjacent groups and any two adjacent rows of second cement mixing piles (4) overlap each other.

3. The deep soft soil foundation reinforcement structure according to claim 1, characterized in that: The underground continuous wall (1) includes corners (11), connecting columns (12) and wall panels (13). The corners (11) are located at the four corners. The connecting columns (12) are located between two adjacent corners (11). Grooves (14) are provided on both sides of the corners (11) and the connecting columns (12). The wall panels (13) are located between the corners (11) and the connecting columns (12) and between two adjacent connecting columns (12), and are slidably embedded in the grooves (14).

4. The deep soft soil foundation reinforcement structure according to claim 3, characterized in that: Both ends of the wall panel (13) are vertically provided with dovetail blocks (15), and both sides of the groove (14) are provided with dovetail grooves (16) for the dovetail blocks (15) to slide into.

5. The deep soft soil foundation reinforcement structure according to claim 3, characterized in that: The wall panel (13) includes multiple panels (131), one side of which is provided with an insert (132), and the other side is provided with a slot (133) for inserting the insert (132).

6. The deep soft soil foundation reinforcement structure according to claim 5, characterized in that: Multiple weight-reducing holes (134) are vertically through the plate (131).

7. A deep soft soil foundation reinforcement structure according to claim 5, characterized in that: A lifting ring (135) is provided at the upper end of the plate (131).

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