Underground diaphragm wall structure of air shaft

Abstract

The utility model discloses an underground diaphragm wall structure of an air shaft, which is arranged in a pouring groove section arranged on a soil body and comprises a joint pipe vertically inserted in the pouring groove section and composed of a group of I-shaped steel, a group of glass fiber board I-shaped beams and a joint connecting piece, and the joint connecting piece is composed of glass fiber boards. The pouring wall body is arranged in the pouring groove section and connected with the joint pipe, and a reinforcement cage is arranged in the pouring wall body; the reinforcement cage is composed of main reinforcements, distribution reinforcements and a supporting center, and the main reinforcements, the distribution reinforcements and the supporting center are all composed of deformed steel bars and glass fiber reinforcements. According to the utility model, the I-shaped beam joint pipe structure made of the full glass fiber plate material is adopted, and the connecting plate also made of the full glass fiber plate material is adopted at the connecting part of the joint pipe, so that a better water stopping effect is achieved, and meanwhile, the underground diaphragm wall can be initially worn through when the shield tunneling machine passes through, and any structure does not need to be cut off in advance.

Description

Technical Field

[0001] The utility model relates to the technical field of underground construction, and particularly relates to a diaphragm wall structure for a ventilation shaft. Background Art

[0002] When the above-ground space gradually becomes difficult to meet people's activity needs, people begin to excavate the underground space to build underground activity places, such as subway stations, underground shopping malls, etc. With the development and utilization of urban above-ground and underground spaces, the number of deep foundation pit engineering constructions is increasing continuously, the safety requirements are becoming stricter, and the construction speed is increasing continuously. As the first and most important link in deep foundation pit engineering, the diaphragm wall structure plays an important role in stabilizing the stratum and ensuring the safety of the internal structure of the deep foundation pit.

[0003] In general, the shield method is used for the construction of subway tunnels in urban areas. During the tunneling process of the shield machine, the shield machine often passes through the diaphragm wall retaining structure of the underground project under construction at a small angle. At this time, the diaphragm wall in the tunneling section of the shield machine generally adopts the form of glass fiber bars to facilitate the shield machine to wear through the diaphragm wall during shield launching.

[0004] However, in the prior art, the conventional diaphragm wall structure generally only uses the form of combining steel reinforcement cages with glass fiber bars during the retaining process. The joint pipes still adopt traditional I-beams, and the male-female joints are still used for connecting the joint pipes. Not only is the anti-seepage effect poor, but there is also a problem of protrusion at the connection of the joint pipes when the joint pipes are removed. In addition, the traditional I-beams still require the construction step of being cut off in advance during shield launching in actual use, resulting in greater construction risks.

[0005] Therefore, this application specifically proposes a diaphragm wall structure for a ventilation shaft to solve the above technical problems. Summary of the Utility Model

[0006] The main purpose of the utility model is to provide a diaphragm wall structure for a ventilation shaft. By adopting an I-beam joint pipe structure made of all-glass fiber board material and using a connecting plate made of the same all-glass fiber board material for the connection part of the joint pipes, it has a good water-stop effect and enables the diaphragm wall to be worn through by the shield machine during shield launching, so as to solve the above technical problems.

[0007] To solve the above technical problems, the utility model provides a diaphragm wall structure for a ventilation shaft, which is arranged in a casting groove section opened on the soil body, and two groups of inverted L-shaped guide walls are arranged at the top of the casting groove section for the diaphragm wall structure of the ventilation shaft to be formed in cooperation with casting in the casting groove section. The diaphragm wall structure of the ventilation shaft includes:

[0008] The connector pipe is vertically inserted into the pouring groove section and is composed of a group of I-beams, a group of fiberglass board I-beams and connector components for connecting the I-beams and the fiberglass board I-beams. The connector components are composed of fiberglass boards.

[0009] The pouring wall is arranged in the pouring groove section and is connected to the connector pipe. A steel reinforcement cage is arranged inside the pouring wall.

[0010] The steel reinforcement cage is composed of main reinforcement bars, distribution reinforcement bars and support centers. The main reinforcement bars, distribution reinforcement bars and support centers are all composed of deformed steel bars and fiberglass bars.

[0011] Further, the connector components include a first fiberglass board fitted at the connection of the flange plates of the connecting I-beam and the fiberglass board I-beam and a second fiberglass board fitted at the connection of the beam plates of the connecting I-beam and the fiberglass board I-beam.

[0012] Further, both the first fiberglass board and the second fiberglass board are connected to the fiberglass board I-beam by bolts.

[0013] Further, the first fiberglass board and the second fiberglass board are connected by a U-shaped clip.

[0014] Further, the pouring wall adopts underwater C35P10 concrete.

[0015] Further, outside the breaking range of the shield entering the tunnel, the main reinforcement bars are deformed steel bars of model HRB400 and diameter Φ32mm, the distribution reinforcement bars are deformed steel bars of model HRB400 and diameter Φ16m, and the support centers are deformed steel bars of model HRB400 and diameter Φ20mm within 1m above and below.

[0016] Further, both the distribution reinforcement bars and the support centers include multiple groups of vertically combined truss bars, horizontally combined truss bars, tie bars and shear bars.

[0017] Further, within the breaking range of the shield entering the tunnel, the main reinforcement bars, vertically combined truss bars, horizontally combined truss bars, tie bars and shear bars are all fiberglass bars.

[0018] Further, the fiberglass bars are of model GFRP34BO. The disconnection positions of the vertically combined truss bars are the same as those of the vertical main reinforcement bars, and the lap length meets 40d.

[0019] The beneficial effects of the present utility model are as follows:

[0020] 1. In the present utility model, when the diaphragm wall is used in combination with the joint structure, an I-beam joint pipe structure made of all-glass fiber board material is adopted, and a connecting plate made of the same all-glass fiber board material is used at the connecting part of the joint pipe, so that the joint pipe part has a good water-stop effect and can effectively improve the water-stop performance of the diaphragm wall during the construction process.

[0021] 2. By adopting the I-beam joint pipe structure made of all-glass fiber board material and using the connecting plate made of the same all-glass fiber board material at the connecting part of the joint pipe, the present utility model enables the diaphragm wall to be worn through by the starting of the shield machine without the need to pre-cut any structure, significantly reducing the construction risk during the shield starting stage.

[0022] 3. Structurally, the present utility model adopts a fitting plate structure instead of an outer sleeve type connecting component at the connecting part of two groups of I-shaped joint pipes, which can ensure close combination with the I-beam, not only improving the overall strength and stability of the structure, but also making the joint pipe smoother when being pulled out, avoiding the problem of protrusion at the connection of the traditional joint pipe. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] The schematic drawings forming a part of this application are used to provide a further understanding of the present utility model. The schematic embodiments and descriptions thereof of the present utility model are used to explain the present utility model and do not constitute an improper limitation of the present utility model. In the drawings:

[0024] Figure 1 is a three-dimensional schematic diagram of the casting groove section excavation structure of the present utility model and the diaphragm wall in the casting state Figure 1 ;

[0025] Figure 2 is a plan schematic diagram of the present utility model in the casting state;

[0026] Figure 3 is a three-dimensional schematic diagram of the cross-section of the ventilation shaft diaphragm wall structure of the present utility model;

[0027] Figure 4 is a three-dimensional schematic diagram of the casting groove section excavation structure of the present utility model and the diaphragm wall in the casting state Figure 2 ;

[0028] Figure 5 is a plan schematic diagram of the shield area of the present utility model.

[0029] In the figure:

[0030] 1, soil body; 2, casting groove section; 3, inverted L-shaped guide wall; 4, casting wall; 5, steel reinforcement cage; 6, joint pipe; 61, I-beam; 62, glass fiber board I-beam; 63, glass fiber board one; 64, glass fiber board two. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0031] Next, in combination with the accompanying drawings in the embodiments of the present utility model, the technical solutions in the embodiments of the present utility model will be clearly and completely described. Obviously, the described embodiments are only a part of the embodiments of the present utility model, rather than all the embodiments. Without conflict, the embodiments in the present application and the features in the embodiments can be combined with each other. Based on the embodiments in the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present utility model.

[0032] In the embodiment, refer in detail to Figures 1 to 5 .

[0033] As Figures 1 to 4 shown, the present utility model provides a diaphragm wall structure for an air shaft, which is arranged in a casting slot section 2 opened on a soil mass 1, and two groups of inverted L-shaped guide walls 3 are provided at the top of the casting slot section 2 for the diaphragm wall structure of the air shaft to be formed in cooperation with casting in the casting slot section 2.

[0034] Among them, two groups of inverted L-shaped guide walls 3 are provided and are symmetrically distributed in a mirror image. C30 concrete is used in the preparation, which plays roles such as locking the mouth, guiding the grooving, storing the mud stabilizing liquid, maintaining the stability of the upper soil mass 1 and preventing the soil mass 1 from collapsing, positioning the grooving section, and bearing temporary construction loads. It is directly related to the smooth grooving of the diaphragm wall and the accuracy of grooving. And in a specific embodiment, the net distance between the guide walls is 1.04 m, the depth of the guide wall is 1.5 m, the thickness is 20 cm, the extension outside the ground is 1 m, and the steel bars adopt single-row Φ14@200 ribbed steel bars.

[0035] Specifically, the diaphragm wall structure for the air shaft includes a joint pipe 6, a casting wall body (4), and a steel reinforcement cage (5), wherein:

[0036] (1) The joint pipe 6 is vertically inserted into the casting slot section 2 and is composed of a group of rigid I-beams 61, a group of glass fiber board I-beams 62, and a joint connecting member for connecting the I-beam 61 and the glass fiber board I-beam 62. The joint connecting member is composed of glass fiber boards.

[0037] Furthermore, the joint connecting member includes a first glass fiber board 63 fittingly arranged at the connection of the flange plates of the connecting I-beam 61 and the glass fiber board I-beam 62, and a second glass fiber board 64 fittingly arranged at the connection of the beam plates of the connecting I-beam 61 and the glass fiber board I-beam 62.

[0038] It should be noted that the two I-shaped joint parts of a conventional diaphragm wall are generally connected by male and female joints or socket joints (for example, a glass fiber I-shaped joint structure for a diaphragm wall in a rich water deep soft soil layer disclosed in the prior art with the publication number CN221167760U). Although it has properties such as high strength, high stiffness, corrosion resistance, easy processing and installation, etc., it is often not easy to be pulled out together with the joint pipe 6 during actual use.

[0039] Therefore, in terms of structure, by adopting a fitting plate structure instead of an outer sleeve type connecting component at the connecting part of the two I-shaped joint pipes 6, it can ensure a tight combination with the I-beam 61, not only improving the overall strength and stability of the structure, but also making the joint pipe 6 smoother when being pulled out, avoiding the problem of protrusion at the connection of the traditional joint pipe 6, simplifying the subsequent construction steps, reducing the construction difficulty and risk. At the same time, the light weight and high strength characteristics of the glass fiber material also reduce the overall structure weight, which is beneficial to construction safety and efficiency.

[0040] Furthermore, both the first glass fiber board 63 and the second glass fiber board 64 are connected to the glass fiber board I-beam 62 by bolts for a firm connection between the I-beam 61 and the glass fiber board I-beam 62.

[0041] Furthermore, the first glass fiber board 63 and the second glass fiber board 64 are connected by a U-shaped clamp to enhance the connection stiffness and stability of the joint area, ensuring a tight fit between the first glass fiber board 63 and the second glass fiber board 64 without gaps. At this time, the use of the U-shaped clamp not only simplifies the on-site installation process and improves the construction efficiency, but also, compared with traditional connection methods such as welding or gluing, it can better adapt to the humid conditions of the underground environment, avoiding the corrosion problem of the connecting parts caused by water intrusion and extending the service life of the structure.

[0042] (2) Pour the wall body 4, which is arranged in the pouring groove section 2 and connected to the joint pipe 6. A steel reinforcement cage 5 is arranged inside the poured wall body 4.

[0043] In a specific embodiment, the poured wall body 4 is 1000 mm thick, the deepest is 42 m, the shallowest is 39.8 m (excluding the 1 m capping beam), and it extends 13 m below the working well bottom slab; the minimum width of the diaphragm wall is 3.7 m, the standard width is 6 m, including 28 single-width panels and 8 L-shaped panels, a total of 36 panels. The steel reinforcement cage 5 of the diaphragm wall is 41.5 m long, the wall top elevation is +17 m, and underwater C35P10 concrete is used.

[0044] And at this time, the soil body 1 where the casting slot section 2 is opened is set as a silty clay layer. The soil quality is gray-yellowish, the liquidity index I / L = 0.15 - 0.43, plastic to stiff plastic, containing iron, manganese oxides, and organic matter, with local intercalated thin layers of silt, the organic matter content is 3.6% - 4.9%, Es / p0+100 = 10.8 - 20.2 MPa, medium-low to low compressibility, and continuously distributed.

[0045] (3) The steel reinforcement cage 5 is composed of main reinforcement bars, distribution reinforcement bars, and support centers. The main reinforcement bars, distribution reinforcement bars, and support centers are all composed of deformed steel bars and glass fiber bars.

[0046] In a specific embodiment, the length of the steel reinforcement cage 5 is 39.3 - 41.5 m.

[0047] Further, referring to Figure 5 , a preset shield tunneling breaking range is set. Outside the shield tunneling breaking range, the main reinforcement bars are set as deformed steel bars of model HRB400 with a diameter of Φ32mm@200mm, the distribution reinforcement bars are set as deformed steel bars of model HRB400 with a diameter of Φ16m@200m, and the support centers are set as deformed steel bars of model HRB400 with a diameter of Φ20mm@200mm within 1 m above and below.

[0048] Further, both the distribution reinforcement bars and the support centers include multiple groups of vertically combined truss reinforcement bars, horizontally combined truss reinforcement bars, tie bars, and shear bars.

[0049] In order to prevent the steel reinforcement cage 5 from generating irrecoverable deformation during hoisting, both the distribution reinforcement bars and the support centers include vertically combined truss reinforcement bars, horizontally combined truss reinforcement bars, tie bars, and shear bars on the plane of the main reinforcement bars. In a specific embodiment, at least three vertical steel bar trusses are set for each continuous wall. If the width of the steel reinforcement cage 5 is greater than or equal to 6 m, four trusses need to be set; if the width of the steel reinforcement cage 5 is less than 6 m, three trusses need to be set. The horizontal trusses are set at intervals of 5 m along the length of the cage.

[0050] Within the shield tunneling breaking range, the main reinforcement bars, vertically combined truss reinforcement bars, horizontally combined truss reinforcement bars, tie bars, and shear bars are all set as glass fiber bars.

[0051] Further, the glass fiber bars are set as model GFRP34BO, and specifically, when applied to the main reinforcement bars, GFRP34BO glass fiber bars @100mm are used. The disconnection positions of the vertically combined truss reinforcement bars are the same as those of the vertical main reinforcement bars, and the lap length meets 40d.

[0052] At this time, by using the I-shaped joint pipe 6 made of all-glass fiber board material in the combined use of the diaphragm wall in the joint structure, and using the connecting plate made of the same all-glass fiber board material at the connecting part of the joint pipe 6, the joint pipe 6 part has a good water-stop effect, which can effectively improve the water-stop performance of the diaphragm wall during the construction process. At the same time, it can also enable the diaphragm wall to be worn through by the starting of the shield machine during the shield tunneling, without the need to pre-cut any structure, significantly reducing the construction risk in the shield starting stage, and ensuring the safety and efficiency of the deep foundation pit operation.

[0053] In summary, through the dual optimization of materials and structures, the problems faced by the traditional diaphragm wall in shield construction have been successfully solved, achieving the dual goals of improving the waterproof efficiency and simplifying the construction process.

[0054] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included in the protection scope of the present invention.

[0055] In addition, it should be noted that if there are directional indications (such as up, down, left, right, front, back...) involved in the embodiments of the present invention, the directional indications are only used to explain the relative position relationship and movement conditions between components in a specific posture. If the specific posture changes, the directional indications will also change accordingly.

[0056] In addition, if there are descriptions such as "first", "second", etc. involved in the embodiments of the present invention, the descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include at least one such feature. In addition, the meaning of "and / or" appearing throughout the text includes three parallel solutions. Taking "A and / or B" as an example, it includes solution A, or solution B, or the solution where A and B are satisfied simultaneously. In addition, in the embodiments of the present invention, "a plurality" means two or more. In addition, the technical solutions between various embodiments can be combined with each other, but it must be based on the fact that those skilled in the art can implement them. When the combination of technical solutions results in contradictions or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the protection scope required by the present invention.

Claims

1. A diaphragm wall structure for an air shaft is arranged in a casting slot section (2) opened on a soil body (1), and two groups of inverted L-shaped guide walls (3) are arranged at the top of the casting slot section (2) and are used for the diaphragm wall structure of the air shaft to be formed in cooperation with casting in the casting slot section (2). It is characterized in that, The diaphragm wall structure of the air shaft includes: A connector pipe (6), vertically inserted into the pouring section (2), which is composed of a group of I-beams (61), a group of fiberglass panel I-beams (62), and a connector for connecting the I-beam (61) and the fiberglass panel I-beam (62), and the connector is composed of fiberglass panels; A poured wall (4), arranged in the pouring section (2) and connected to the connector pipe (6), and a steel reinforcement cage (5) is arranged inside the poured wall (4); The steel reinforcement cage (5) is composed of main reinforcement bars, distribution reinforcement bars, and support centers, and the main reinforcement bars, distribution reinforcement bars, and support centers are all composed of deformed steel bars and fiberglass bars.

2. The diaphragm wall structure of the air shaft according to claim 1, wherein The connector includes a first fiberglass panel (63) fitted at the connection of the flange plates of the connecting I-beam (61) and the fiberglass panel I-beam (62), and a second fiberglass panel (64) fitted at the connection of the beam plate of the connecting I-beam (61) and the fiberglass panel I-beam (62).

3. The diaphragm wall structure of the air shaft according to claim 2, wherein Both the first fiberglass panel (63) and the second fiberglass panel (64) are connected to the fiberglass panel I-beam (62) by bolts.

4. The diaphragm wall structure of the air shaft according to claim 2, characterized in that, The first fiberglass panel (63) and the second fiberglass panel (64) are connected by a U-shaped clip.

5. The diaphragm wall structure of the air shaft according to claim 1, characterized in that, The poured wall (4) is made of underwater C35P10 concrete.

6. The diaphragm wall structure of the air shaft as claimed in claim 1, wherein Outside the breaking range of the shield tunneling into the shaft, the main reinforcement bars are deformed steel bars of model HRB400 with a diameter of Φ32mm, the distribution reinforcement bars are deformed steel bars of model HRB400 with a diameter of Φ16m, and the support centers are provided with deformed steel bars of model HRB400 with a diameter of Φ20mm within 1m above and below.

7. The diaphragm wall structure of the air shaft as claimed in claim 1, wherein, Both the distribution reinforcement bars and the support centers include multiple groups of vertically combined truss bars, horizontally combined truss bars, tie bars, and shear bars; Within the breaking range of the shield tunneling into the shaft, the main reinforcement bars, vertically combined truss bars, horizontally combined truss bars, tie bars, and shear bars are all made of fiberglass bars.

8. The underground diaphragm wall structure of the air shaft according to claim 7, wherein The fiberglass bars are of model GFRP34BO, the disconnection position of the vertically combined truss bars is the same as that of the vertical main reinforcement bars, and the lap length meets 40d.

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