Anti-deformation and anti-overturning adjusting method for tall tower structure in mining area

Abstract

The invention discloses an adjustment method for deformation resistance and overturning prevention of a tall tower structure in a mining area, and relates to the technical field of tower reinforcement. Comprising the steps that connecting beams I between adjacent independent foundations are reinforced, and reinforcing beams are arranged below the connecting beams I and connected through trusses; a cast-in-place concrete pile is arranged on the outer side of the independent foundation in a driving mode and connected with the independent foundation through a connecting beam II and a bearing platform, and a flexible connecting structure comprising a bearing platform cushion layer, a bottom plate and a steel pull rod steel cable is installed between the bearing platform and a pile head; original connecting parts of the tower column and the independent foundation are dismantled, and a pile foot righting structure composed of a column foot flange, a belleville spring set, a spherical hinge, a jack and the like is additionally installed; after construction, the excavation space is backfilled and compacted with flexible soil such as sand or graded gravel; and concrete is poured into spaces divided by the connecting beam I, the connecting beam II, the connecting beam III and the connecting beam IV to form a large plate structure. Based on the design concept of rigid reinforcement, flexible buffering and anti-overturning storage, the tower footing bearing and deformation adaptability is improved, and the structure damage and overturning risk is reduced.

Description

Technical Field

[0001] The present invention relates to the technical field of reinforcement and management of tall tower structures in mining areas, and in particular to an anti-deformation and anti-overturning adjustment method for tall tower structures in mining areas. Background Art

[0002] A mining area refers to an area where the ground is moved and deformed due to underground mining activities (such as coal, metal mining, etc.). The soil properties in this area are usually poor, and dynamic changes such as ground settlement, horizontal displacement, and cracks will occur. Its stability will be continuously affected by mining activities, which will in turn have an adverse effect on the engineering structures built in this area (such as towers, buildings, roads, etc.). When a tower is built in a mining area, its instability will directly act on the tower base, causing stress damage to the foundation structure. In the prior art, the four independent foundations of the tower base are connected by connecting beams. The shortcoming of the above-mentioned structure is that the overall structure of the tower base is thin, lacks rigidity, and has excessive flexibility. Specifically, when the ground settles and the ground tilts, the tower base will tilt with the ground, and the tower above the tower base will become unstable; when the ground produces horizontal displacement, the independent foundation will be cut by the lateral shear force, resulting in cracks in the independent foundation and structural damage. Summary of the Invention

[0003] In order to solve the above technical problems, the present invention proposes an adjustment method for the anti-deformation and anti-overturning of a tall tower structure in a mining area.

[0004] The technical solution adopted by the present invention is: a method for adjusting the anti-deformation and anti-overturning of a tall tower structure in a mining area, characterized by comprising the following steps:

[0005] Step 1: Reinforce the coupling beams I between adjacent independent foundations: excavate the soil around and below the coupling beams I to reserve installation space. Arrange a reinforcement beam parallel to the coupling beams I on the bottom surface of the installation space directly below the coupling beams I, and connect the coupling beams I and the reinforcement beams with a truss structure.

[0006] Step 2: Drive two concrete cast-in-place piles outside each independent foundation, arrange a cap on the top of the concrete cast-in-place piles, and connect the cap to the independent foundation through a connecting beam II;

[0007] Step 3: Install a flexible connection structure between the cap and the concrete pile head, the flexible connection structure includes a cap cushion, a bottom plate and a connecting rod, the cap cushion is fixed to the bottom surface of the cap, the bottom plate is fixed to the top surface of the concrete pile, and connecting holes are provided around the cap cushion and the bottom plate, and the connecting rod connects the cap cushion and the bottom plate through the connecting holes;

[0008] Step 4. Make the connection between the tower column and the independent foundation flexible: remove the original connection parts and install a pile foot straightening structure between the column foot and the independent foundation. The column foot straightening structure includes a column foot flange, a connecting layer, a butterfly spring group, a ball joint and a jack. The connecting layer is located above the connecting platform, and the butterfly spring group is circumferentially placed between the connecting layer and the connecting platform. A ball seat is set at the bottom of the connecting platform and the connecting layer for placing the ball joint; the bottom of the tower column is fixed on the column foot flange, the jack is located between the column foot flange and the connecting layer, and the column foot flange and the connecting layer are connected by bolts.

[0009] As a further improvement of the present invention, two bearing platforms are connected by a connecting beam III, and the opposite connecting beams III are connected by a connecting beam IV.

[0010] As a further improvement of the present invention, concrete is poured in the plane space divided by the coupling beams I, II, III and IV to form an integral large slab structure.

[0011] As a further improvement of the present invention, the connecting rod is a steel pull rod or a steel cable.

[0012] As a further improvement of the present invention, when constructing the concrete cast-in-place piles, the coupling beam II and the coupling beam I, the excavated space is backfilled and compacted with flexible soil after construction.

[0013] As a further improvement of the present invention, the flexible soil is sand or graded sand and gravel.

[0014] Compared with the prior art, the present invention has the following technical effects:

[0015] The present invention is based on the design concept of "rigid reinforcement + flexible buffer + anti-overturning reserve", taking into account the bearing capacity and deformation adaptability of the tower base. By reinforcing the coupling beam I with trusses, setting concrete cast-in-place piles on the outside of the independent foundation, and flexibly treating the column foot, the tower base can dynamically adapt to deformations such as settlement and horizontal displacement of the soil in the mining area, reducing the risk of structural cracking and damage, and extending the safe service life of the iron tower in the mining area. This is specifically reflected in the following aspects:

[0016] (1) By reinforcing the truss structure of the connecting beam I, the independent foundation can be stabilized and the tower structure can be made stronger; by reinforcing the connecting beam I, the connection between the independent foundations is strengthened, and a connecting beam II is set between the cap and the independent foundation, a connecting beam III is set between the caps, and a connecting beam IV is set between the connecting beams III to establish a rigid frame structure about the tower base, and concrete is poured between the rigid frame structures to form a large plate structure to enhance the overall stability of the tower base;

[0017] (2) By setting concrete piles on the outside of the independent foundation, the depth of which is much greater than the height of the independent foundation, the concrete piles can hold the tower base when the surface tilts or moves horizontally, preventing it from overturning;

[0018] (3) A flexible connection structure is provided between the cap and the concrete piles. Through the flexible connection, when the ground settles and tilts, the concrete piles on the sinking side of the tower base will not generate a reaction force on the cap, nor will they generate destructive stress on the tower base, thus ensuring the integrity and safety of the tower base. On the lifting side, the cap is pulled by the flexible connection structure to prevent the tower base from excessive tilting and make the tower base stable.

[0019] (4) By installing a pile foot straightening structure between the tower column and the connection platform of the independent foundation, the tower column flange can be kept parallel when the tower base is tilted, and the tower column will not be damaged. At the same time, the tilt height of the tilted side can be compensated by the jack, so that the four tower columns can remain on the same horizontal plane. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0021] Figure 1 This is a flow chart of the design of the anti-deformation adjustment method for the iron tower in the mining area of ​​the present invention;

[0022] Figure 2 This is a top view of the tower base;

[0023] Figure 3 This is the main view of the tower base;

[0024] Figure 4 is a schematic diagram of a flexible connection structure;

[0025] Figure 5 It is a schematic diagram of the flexible soil backfill area;

[0026] Figure 6 It is the location diagram of the column foot connection structure;

[0027] Figure 7 Schematic diagram of the column foot connection structure

[0028] Figure 8 This is the state diagram of the column foot righting structure;

[0029] Explanation of the accompanying numbers: 1-independent foundation, 1-1-connecting platform, 2-connecting beam I, 3-reinforcement beam, 4-truss structure, 5-connecting beam II, 6-connecting beam III, 7-connecting beam IV, 8-concrete bored pile, 9-cap pedestal, 10-flexible connection structure, 10-1-cap pedestal cushion, 10-2-base plate, 10-3-connecting rod, 11-flexible soil backfill area, 12-tower column, 13-column base straightening structure, 13-1-column base flange, 13-2-connecting layer, 13-3-butterfly spring group, 13-4-ball joint, 13-5-jack, 13-6-bolt. DETAILED DESCRIPTION

[0030] To make the objectives, technical solutions, and advantages of the embodiments of the present invention more clear, the technical solutions of the embodiments of the present invention will be clearly and completely described below. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of them. Based on the described embodiments of the present invention, all other embodiments derived by persons of ordinary skill in the art are within the scope of protection of the present invention.

[0031] like Figure 1 As shown, a method for adjusting the deformation and overturning resistance of a high-rise tower structure in a mining area includes the following steps:

[0032] Step 1: Reinforce the connecting beam I2 between adjacent independent foundations 1: Please refer to Figure 2 and Figure 3 Excavate the soil around and below coupling beam I2 to create installation space. Arrange a reinforcement beam 3 parallel to coupling beam I2 on the floor of the installation space directly below coupling beam I2. Connect coupling beam I2 and reinforcement beam 3 via a truss structure 4. Connect two caps 9 between adjacent independent foundations 1 via coupling beam III6, and connect opposing coupling beams III6 via coupling beam IV7. Concrete is poured within the planar space defined by coupling beams I2, II5, III6, and IV7 to form a monolithic slab structure.

[0033] In this step, reinforcing beams are installed beneath coupling beams I2 and connected with a truss structure, forming a rigid support system of "coupling beam I-reinforcement beam-truss." This effectively improves the shear and tensile strength between adjacent independent foundations 1 and prevents transverse cracks in the independent foundations caused by horizontal surface displacement. Coupling beams III6 and IV7 connect the pedestal 9 and independent foundations 1, forming a closed frame structure of "coupling beam I2-coupling beam II5-coupling beam III6-coupling beam IV7." Concrete is then poured to form a large slab structure, integrating the scattered independent foundations 1 into a whole. This strengthens the tower base's ability to resist uneven settlement and reduces the risk of tower tilt.

[0034] Step 2: Please refer to Figure 2-Figure 3Two concrete cast-in-place piles 8 are driven outside each independent foundation 1 . The concrete cast-in-place piles 8 are fixedly connected to the independent foundation 1 through a connecting beam II5 , and the connecting beam II5 is connected to the concrete cast-in-place piles 8 through a cap 9 .

[0035] Step 3: Please refer to Figure 4 A flexible connection structure 10 is installed between the cap 9 and the head of the concrete pile 8. The flexible connection structure 10 includes a cap cushion 10-1, a bottom plate 10-2, and a connecting rod 10-3. The cap cushion 10-1 is fixed to the bottom surface of the cap 9, and the bottom plate 10-2 is fixed to the top surface of the concrete pile 8. Connection holes are provided around the cap cushion 10-1 and the bottom plate 10-2. The connecting rod 10-3 connects the cap cushion 10-1 and the bottom plate 10-2 through the connection holes. Specifically, the connecting rod 10-3 is a steel rod or a steel cable.

[0036] Please refer to Figure 5 In some embodiments, during the construction of the cast-in-place concrete piles 8, the coupling beams II5, and the connecting beams I2, the excavated space is backfilled and compacted with flexible soil after construction to form a flexible backfill soil area 11. Specifically, the flexible soil is sand or graded gravel.

[0037] In steps 2 and 3, concrete piles 8 are driven outside the independent foundation 1 to a depth greater than the foundation height. These piles are connected to the cap 9 via coupling beams II 5, forming a "pile-coupling beam II-independent foundation" anchoring system. When the ground tilts or shifts horizontally, the concrete piles 8, through friction from the deep soil, hold the tower base in place, preventing the tower from tipping over due to foundation displacement. The flexible connection between the cap 9 and the concrete piles 8 dynamically adapts to ground subsidence. The piles on the sinking side release the reaction force on the cap 9 through the flexible connection, preventing destructive stress. On the lifting side, steel tie rods / cables hold the cap 9 in place, preventing excessive tilt and ensuring foundation integrity. After construction, the excavated space is backfilled with sand or graded gravel. The flexible soil cushions the direct impact of ground deformation on the foundation, allowing for controlled relative displacement between the foundation and the soil, reducing foundation damage caused by soil compression.

[0038] Step 4: Flexibly process the connection between the tower column and the independent foundation 1: Please refer to Figure 6-Figure 8, remove the original connecting parts, and install a pile foot righting structure 13 between the column foot 12 and the independent foundation 1. The column foot righting structure 13 includes a column foot flange 13-1, a connecting layer 13-2, a butterfly spring group 13-3, a ball joint 13-4 and a jack 13-5. The connecting layer 13-2 is located above the connecting platform 1-1, and the butterfly spring group 13-3 is circumferentially placed between the connecting layer 13-2 and the connecting platform 1-1. A ball seat is provided at the bottom of the connecting platform 1-1 and the connecting layer 13-2 for placing the ball joint 13-4; the bottom of the tower column 12 is fixed on the column foot flange 13-1, the jack 13-5 is located between the column foot flange 13-1 and the connecting layer 13-2, and the column foot flange 13-1 and the connecting layer 13-2 are connected by bolts 13-6.

[0039] In this step, the ball joint 13-4 in the column base straightening structure 13 allows the tower column 12 to rotate about the spherical center when tilted. The butterfly spring assembly 13-3 provides elastic cushioning to keep the column base flange parallel. The jack 13-5 can compensate for the height of the tilted side in real time, and through bolt adjustment, the four tower columns maintain the same horizontal plane, preventing the tower columns from cracking due to the additional bending moment generated by the tilted foundation. When the soil in the mining area settles or shifts horizontally, the structure, through the synergistic effect of "ball joint rotation + butterfly spring cushioning + jack adjustment", forms a dynamically adjustable flexible connection between the tower column and the independent foundation. This connection can both withstand the tower load and adapt to foundation deformation, extending the safe service life of the tower.

[0040] The embodiments of the present invention are described in detail above with reference to the accompanying drawings, but the present invention is not limited thereto. Various changes that can be made within the scope of knowledge possessed by technicians in the relevant technical field without departing from the spirit of the present invention are all within the scope of protection of the claims of the present invention.

Claims

1. A method for adjusting the deformation and overturning resistance of a high-rise tower structure in a mining area, characterized by: The following steps are involved: Step 1: Reinforce the connecting beam I (2) between adjacent independent foundations (1): excavate the soil around and below the connecting beam I (2) to reserve installation space, arrange a reinforcing beam (3) parallel to the connecting beam I (2) on the bottom surface of the installation space directly below the connecting beam I (2), and connect the connecting beam I (2) and the reinforcing beam (3) through a truss structure (4); Step 2: Two concrete cast-in-place piles (8) are driven outside each independent foundation (1), a cap (9) is arranged on the upper part of the concrete cast-in-place piles (8), and the cap (9) is connected to the independent foundation (1) through a connecting beam II (5); Step 3: Install a flexible connection structure (10) between the cap (9) and the pile head of the concrete bored pile (8), wherein the flexible connection structure (10) comprises a cap cushion layer (10-1), a bottom plate (10-2) and a connecting rod (10-3), wherein the cap cushion layer (10-1) is fixed to the bottom surface of the cap (9), the bottom plate (10-2) is fixed to the top surface of the concrete bored pile (8), and connecting holes are provided around the cap cushion layer (10-1) and the bottom plate (10-2), and the connecting rod (10-3) connects the cap cushion layer (10-1) and the bottom plate (10-2) through the connecting holes; Step 4: Flexibly process the connection between the tower column (12) and the independent foundation (1): remove the original connection parts, and install a pile foot straightening structure (13) between the column foot (12) and the independent foundation (1). The column foot straightening structure (13) includes a column foot flange (13-1), a connection layer (13-2), a butterfly spring group (13-3), a ball joint (13-4) and a jack (13-5). The connection layer (13-2) is located above the connection platform (1-1). The butterfly spring group ( 13-3) is circumferentially placed between the connecting layer (13-2) and the connecting platform (1-1), and a ball seat is provided at the bottom of the connecting platform (1-1) and the connecting layer (13-2) for placing a ball joint (13-4); the bottom of the tower column (12) is fixed on the column base flange (13-1), the jack (13-5) is located between the column base flange (13-1) and the connecting layer (13-2), and the column base flange (13-1) and the connecting layer (13-2) are connected by bolts (13-6).

2. The method for adjusting the anti-deformation and anti-overturning of a high-rise tower structure in a mining area according to claim 1 is characterized in that: The two bearing platforms (9) are connected via a connecting beam III (6), and the opposite connecting beams III (6) are connected via a connecting beam IV (7).

3. The method for adjusting the anti-deformation and anti-overturning of a high-rise tower structure in a mining area according to claim 1 is characterized in that: Concrete is poured in the plane space divided by the coupling beams I (2), II (5), III (6) and IV (7) to form an integral large slab structure.

4. The method for adjusting the anti-deformation and anti-overturning of a high-rise tower structure in a mining area according to claim 1 is characterized in that: The connecting rod (10-3) is a steel pull rod or a steel cable.

5. The method for adjusting the anti-deformation and anti-overturning of a high-rise tower structure in a mining area according to claim 1 is characterized in that: When constructing the concrete cast-in-place piles (8), the connecting beam II (5) and the connecting beam I (2), the excavated space is backfilled and compacted with flexible soil after construction.

6. The method for adjusting the anti-deformation and anti-overturning of a high-rise tower structure in a mining area according to claim 5 is characterized in that: The flexible soil is sand or graded sand and gravel.

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