Soft underlying layer reinforcing structure
By setting up a deep pit structure on the side of the weak underlying layer and drilling horizontal holes for grouting, the weak underlying layer is reinforced, which solves the problems of high cost and disturbance in the existing technology, and achieves efficient improvement of soil mechanical properties and meets the bearing capacity of the foundation.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- MCC TIANGONG GROUP
- Filing Date
- 2024-12-25
- Publication Date
- 2026-04-17
AI Technical Summary
In existing technologies, the first method for treating weak underlying layers is expensive and has poor treatment effect, while the second method disturbs the upper soil layer and is difficult to effectively reinforce.
A deep pit structure is set up on one side of the weak underlying layer, and horizontal grouting is carried out by drilling horizontal holes through the sidewall of the deep pit structure to strengthen the soil mechanical properties of the weak underlying layer. The deep pit is then backfilled with a material with high bearing capacity.
It effectively improves the soil mechanical properties of the weak underlying layer, meets the foundation bearing capacity requirements, reduces the disturbance of the upper soil layer during construction, and lowers costs.
Smart Images
Figure CN224133714U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the field of building construction technology, and in particular to a reinforcement structure for a weak underlying layer. Background Technology
[0002] In building construction, it is often discovered that there are weak underlying layers in some parts of the foundation after excavation, and the bearing capacity does not meet the design requirements.
[0003] There are two common approaches to handling this type of situation:
[0004] One method is replacement, which involves excavating the soil layer above the foundation that meets the requirements and the underlying weak layer together, and then backfilling with a material with high bearing capacity; the other method is to use vertical pressure grouting or other pile types to eliminate the influence of the underlying weak layer.
[0005] The applicant has discovered that the prior art has at least the following technical problems:
[0006] For method one, the cost is high if the underlying layer is large; for method two, it will disturb the upper soil layer that meets the requirements, and the treatment effect on the weak underlying layer is also difficult to control.
[0007] Therefore, there is an urgent need for a weak underlying layer reinforcement structure to solve the above-mentioned technical problems. Utility Model Content
[0008] The purpose of this utility model is to provide a reinforcement structure for weak underlying layers, solving the technical problems of existing technologies. These problems include the high cost of replacement methods when the underlying layer area is large, and the disturbance of the upper, suitable soil layer caused by vertical pressure grouting or other pile types when eliminating the influence of the weak underlying layer, as well as the difficulty in controlling the treatment effect on the weak underlying layer. The various technical effects of the preferred technical solutions provided by this utility model are detailed below.
[0009] To achieve the above objectives, the present invention provides the following technical solution:
[0010] This utility model provides a reinforcement structure for a weak underlying layer, comprising:
[0011] A deep pit structure is set on one side of the weak underlying layer to be reinforced, and the depth of the bottom of the deep pit structure is lower than the bottom surface of the weak underlying layer;
[0012] A horizontal hole is drilled along the sidewall of the deep pit structure toward the weak underlying layer. A grouting pipe is installed in the horizontal hole for grouting into the horizontal hole.
[0013] Backfill material is used to backfill the deep pit structure.
[0014] Preferably, the horizontal holes are arranged in multiple rows along the vertical direction, and each row has multiple horizontal holes.
[0015] Preferably, the two adjacent rows of horizontal holes are staggered in the vertical direction.
[0016] Preferably, the sidewalls of the deep pit structure near the weak underlying layer are inclined, and the cross-section of the deep pit structure gradually decreases from the top of the pit to near the bottom of the pit.
[0017] Preferably, the maximum cross-sectional area of the deep pit structure does not exceed 30 square meters.
[0018] This utility model provides a weak underlying layer reinforcement structure. A deep pit structure is set up on one side of the weak underlying layer to be reinforced, and horizontal holes are drilled into the weak underlying layer through the sidewall of the deep pit structure. This allows for horizontal grouting of the weak underlying layer, improving its soil mechanical properties and thus meeting the foundation bearing capacity requirements. This construction method is particularly suitable for areas with localized deep pits. If no localized deep pits are available, they can be excavated as needed. The depth of the deep pit structure should be sufficient to fully expose the weak underlying layer. Horizontal grouting equipment is then deployed within the localized deep pits to perform horizontal grouting operations, further improving the soil mechanical properties of the weak underlying layer and thus meeting the foundation bearing capacity requirements. After grouting, the unwanted localized deep pits are backfilled with a high-bearing-capacity material. Attached Figure Description
[0019] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0020] Figure 1 This is a schematic diagram of an embodiment of the weak subfloor reinforcement structure of this utility model;
[0021] Figure 2 This is a cross-sectional view of the weak underlying layer reinforcement structure of this utility model;
[0022] Figure 3 This is a flowchart of the construction method for the weak underlying layer reinforcement structure of this utility model.
[0023] In the diagram: 10, deep pit structure; 101, pit bottom; 102, pit top; 20, horizontal hole; 30, weak underlying layer; 301, bottom surface; 40, foundation bottom; 50, temporary local deep pit bottom. Detailed Implementation
[0024] To make the objectives, technical solutions, and advantages of this utility model clearer, the technical solutions of this utility model will be described in detail below. Obviously, the described embodiments are only a part of the embodiments of this utility model, and not all of them. Based on the embodiments of this utility model, all other implementation methods obtained by those skilled in the art without creative effort are within the scope of protection of this utility model.
[0025] Figure 1 This is a schematic diagram of the main structure of this embodiment. Figure 2 This is a cross-sectional view of this embodiment, as shown below. Figure 1 and Figure 2 As shown, this utility model provides a reinforcement structure for a weak underlying layer, including a deep pit structure 10, horizontal holes 20, and backfill material.
[0026] The deep pit structure 10 is located on one side of the weak underlying layer 30 to be reinforced. During construction, the planar range of the weak underlying layer 30 needs to be determined first. Based on its planar range and the horizontal length of the horizontal grouting, the location of the temporary local deep pit structure 10 to be excavated is determined so that a horizontal hole 20 can be set from one side of the deep pit structure 10 and grouting can be performed into the horizontal hole 20.
[0027] Specifically, in this embodiment, the horizontal hole 20 is drilled along the side wall of the deep pit structure 10 toward the weak underlying layer 30, and a grouting pipe is installed in the horizontal hole 20 to inject grout into the horizontal hole 20.
[0028] Furthermore, the depth of the pit bottom 101 of the deep pit structure 10 is lower than the bottom surface 301 of the weak underlying layer 30, with the weak underlying layer 30 being fully exposed. After grouting, the deep pit structure 10 is backfilled with backfill material to complete the construction operation.
[0029] This weak underlying layer reinforcement structure involves setting up a deep pit structure 10 on one side of the weak underlying layer 30 to be reinforced, and drilling horizontal holes 20 in the weak underlying layer 30 through the sidewall of the deep pit structure 10, thereby horizontally grouting the weak underlying layer 30, improving the soil mechanical properties of the weak underlying layer 30, and thus meeting the requirements of foundation bearing capacity.
[0030] As an optional implementation, the horizontal holes 20 are arranged in multiple rows along the vertical direction, with each row containing multiple horizontal holes 20. In this embodiment, preferably, adjacent rows of horizontal holes 20 are staggered in the vertical direction. This arrangement allows for repeated grouting as needed until the requirements are met, and ensures effective reinforcement of the weak underlying layer 30.
[0031] As an optional implementation, the sidewalls of the deep pit structure 10 near the weak underlying layer 30 are inclined, and the cross-section of the deep pit structure 10 gradually decreases from the top 102 of the pit to the bottom 101 of the pit.
[0032] By setting the deep pit structure 10 as a conical structure, on the one hand, it is convenient for excavation; on the other hand, it can ensure the structural strength of the side wall near the weak underlying layer 30, so as to facilitate subsequent construction operations. During construction, only the weak underlying layer is reinforced, but the soil layer that meets the requirements is basically not disturbed.
[0033] As an optional implementation, the maximum cross-sectional area of the deep pit structure 10 does not exceed 30 square meters.
[0034] During grouting construction, the grouting equipment is placed inside the deep pit structure 10. The maximum cross-sectional area of the deep pit structure 10 shall not exceed 30 square meters. While ensuring the exposure of all the weak underlying layers 30, it is necessary to ensure that the grouting equipment has sufficient operating space.
[0035] like Figure 3 As shown, this embodiment also provides a construction method for the above-mentioned weak underlying layer reinforcement structure, including the following steps:
[0036] S1: Determine the location of the deep pit structure;
[0037] Specifically, this includes first determining the planar extent of the weak underlying layer 30, and then, based on its planar extent and the horizontal length of the horizontal grouting, determining the location of the temporary local deep pit structure 10 that needs to be excavated.
[0038] S2: Excavate deep pit structure 10, and expose the weak underlying layer 30 at the depth of deep pit structure 10.
[0039] In this embodiment, temporary local deep pits are excavated, and the planar size of each temporary local deep pit should not exceed 30m. 2 The depth should be based on fully exposing the weak underlying layer, while also taking into account the operating space of the equipment.
[0040] S3: Mark the locations of the horizontal holes on the sidewall of the deep pit structure 10, and drill the horizontal holes;
[0041] Specifically, during construction, the points for horizontal grouting are marked on the sidewall of the weak underlying layer 30 exposed by the deep pit structure 10, and then horizontal holes are drilled.
[0042] S4: Place grouting equipment in the deep pit structure 10, arrange grouting pipes in the horizontal holes, and grout in the horizontal holes; including: according to the grouting sequence, horizontally grout in the weak underlying layer until all grouting is completed.
[0043] The grouting sequence generally starts with the bottom row of horizontal holes 20, and then gradually moves upwards until all grouting is completed.
[0044] It should be noted that if the soil layer above the weak underlying layer 30 is thin, grouting should be performed in the upper row of horizontal holes 20 of the weak underlying layer 30 at a grouting pressure no greater than that of the lowest row of horizontal holes 20; after the reinforcement strength increases, grouting should be gradually performed upward from the lowest row of horizontal holes 20.
[0045] S5: Remove the grouting equipment and backfill the deep pit structure 10 with qualified materials.
[0046] This construction method for reinforcing weak underlying layers is particularly suitable for areas with localized deep pits. If no localized deep pits exist, they can be excavated as needed. The depth of the pit structure 10 should be sufficient to fully expose the weak underlying layer. Horizontal grouting equipment is then installed within the localized deep pit for horizontal grouting to improve the soil mechanical properties of the weak underlying layer 30, thereby meeting the requirements for foundation bearing capacity. After grouting, any unwanted localized deep pits are backfilled with materials possessing high bearing capacity.
[0047] The above description is merely a specific embodiment of this utility model, but the protection scope of this utility model is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in this utility model should be included within the protection scope of this utility model. Therefore, the protection scope of this utility model should be determined by the protection scope of the claims.
Claims
1. A weak subsoil reinforcement structure characterized by, include: A deep pit structure is set on one side of the weak underlying layer to be reinforced, and the depth of the bottom of the deep pit structure is lower than the bottom surface of the weak underlying layer; A horizontal hole is drilled along the sidewall of the deep pit structure toward the weak underlying layer. A grouting pipe is installed in the horizontal hole for grouting into the horizontal hole. Backfill material is used to backfill the deep pit structure.
2. The weak sublayer reinforcement structure of claim 1, wherein, The horizontal holes are arranged in multiple rows along the vertical direction, and each row has multiple horizontal holes.
3. The weak sublayer reinforcement structure of claim 2, wherein, The two adjacent rows of horizontal holes are staggered in the vertical direction.
4. A soft subsoil reinforcement structure according to any one of claims 1 to 3, characterised in that: The sidewalls of the deep pit structure near the weak underlying layer are inclined, and the cross-section of the deep pit structure gradually decreases from the top of the pit to near the bottom of the pit.
5. The weak sublayer reinforcement structure according to any one of claims 1-3, wherein: The maximum cross-sectional area of the deep pit structure does not exceed 30 square meters.