A vibration reduction structure for medium-hard soil areas and a construction method

Abstract

The application relates to a damping structure for a medium-hard soil area and a construction method, and belongs to the technical field of civil engineering, which solves the problems of poor vibration control effect, poor construction uniformity and easy cracks in the concrete pouring and maintenance process of the pile raft damping foundation in the prior art. The damping structure for the medium-hard soil area comprises a frame, a damping foundation and a power pipe gallery, the frame, the damping foundation and the power pipe gallery are arranged on the soil body, and the power pipe gallery penetrates through the damping foundation. The frame and the damping foundation of the damping structure can isolate the annular large scientific device from the soil body and the power pipe gallery, and under the condition of meeting the uneven settlement and bearing capacity requirements of the soil body, the vibration of the soil body and the power pipe gallery transmitted to the annular large scientific device is reduced.

Description

Technical Field

[0001] This invention belongs to the field of civil engineering technology, and in particular relates to a vibration reduction structure and construction method for medium-hard soil areas. Background Technology

[0002] To ensure the normal operation of equipment, large scientific facilities have extremely high requirements for vibration levels and uneven settlement. Taking the synchrotron radiation source as an example, the vibration standard for its storage ring tunnel is that the vertical vibration is within the range of 1-100Hz, and the effective displacement value per second is no greater than 25nm. This is far higher than the vibration standards of general industrial buildings and high-tech electronic factories, and is currently the highest standard among all synchrotron radiation facilities in the world. The uneven settlement requirement reaches the micrometer level, far exceeding the standards of general building construction projects.

[0003] Medium-hard soils include medium-dense to slightly dense gravelly soils, dense to medium-dense gravelly, coarse to medium sandy soils, cohesive soils and silt with a foundation bearing capacity characteristic value >150kPa, and hard loess, with a soil shear wave velocity range of 250m / s-500m / s. Currently, pile-raft foundations are generally used for micro-vibration environmental control in medium-hard soil areas. However, this type of foundation structure has poor vibration control effect, poor construction uniformity, and is prone to defects such as cracks during concrete pouring and curing.

[0004] Therefore, there is an urgent need for a vibration reduction structure and construction method for medium-hard soil areas, which can change the existing technology of pile-raft vibration reduction foundation to control the micro-vibration environment and solve problems such as poor vibration control effect, poor construction uniformity, and easy cracking during concrete pouring and curing. Summary of the Invention

[0005] Based on the above analysis, the embodiments of the present invention aim to provide a vibration reduction structure and construction method for medium-hard soil areas, solving the problems of poor vibration control effect, poor construction uniformity, and easy cracking during concrete pouring and curing in the prior art of pile-raft vibration reduction foundations.

[0006] The objective of this invention is mainly achieved through the following technical solutions:

[0007] A vibration reduction structure for medium-hard soil areas includes a frame, a vibration reduction foundation, and a power pipe gallery. The frame, vibration reduction foundation, and power pipe gallery are all set on the soil, and the power pipe gallery passes through the vibration reduction foundation.

[0008] Furthermore, the frame includes a first frame column, a second frame column, a third frame column, and column bases, with the column bases set in the soil.

[0009] Furthermore, multiple column bases are provided, with the first frame column connected to one column base.

[0010] Furthermore, the column base is separated from the vibration-damping foundation.

[0011] Furthermore, the vibration-damping foundation includes a replacement layer and a structural base plate. The replacement layer is placed on the soil, and the structural base plate is placed on the replacement layer.

[0012] Furthermore, both the replacement layer and the structural base plate are annular.

[0013] Furthermore, the thickness of the replacement layer is 2.0-3.0m.

[0014] Furthermore, the thickness of the structural base plate is 0.8-1.5m.

[0015] Furthermore, the structural base slab is a reinforced concrete structural base slab.

[0016] A method for constructing vibration-damping structures for medium-hard soil regions, wherein the vibration-damping structures for medium-hard soil regions are constructed.

[0017] Compared with the prior art, the present invention can achieve at least one of the following beneficial effects:

[0018] (1) The frame and foundation of the vibration reduction structure of the present invention can isolate the ring-shaped large scientific device from the soil and the dynamic pipe gallery, and reduce the vibration transmitted from the soil and the dynamic pipe gallery to the ring-shaped large scientific device while meeting the requirements of soil settlement and bearing capacity.

[0019] (2) The first buffer layer of the vibration reduction structure of the present invention is not connected to the vibration reduction foundation. The first buffer layer is used to isolate the soil and prevent the soil from transmitting the vibration to the column base, and then to the first frame column and the ring-shaped large scientific device.

[0020] (3) The material of the replacement layer of the vibration reduction structure of the present invention is plain concrete, 3:7 lime-soil, roller-compacted concrete or cement stone powder slag; the concrete grade of plain concrete is C15 or C20, which reduces the concrete construction cost while meeting the requirements of the concrete replacement soil; the filling material is injected into the third section joint so that the third pouring layer no longer has cracks, which improves the overall strength of the replacement layer; the replacement layer does not need steel bars and does not have cracks, but can still guarantee the overall strength.

[0021] (4) The supporting component of the vibration reduction structure of the present invention is a spring to prevent the power pipeline from transmitting vibration to the pipe gallery body; the fourth buffer layer is used to isolate the pipe gallery body and the backfill layer to prevent the pipe gallery body from transmitting vibration to the backfill layer.

[0022] (5) The construction method of the present invention uses the shear wave velocity test to detect the dynamic parameters of the compartment joint, which can quantitatively analyze and evaluate the effect of the grouting reinforcement treatment of the compartment joint.

[0023] In this invention, the above-described technical solutions can be combined with each other to achieve more preferred combinations. Other features and advantages of this invention will be set forth in the following description, and some advantages may become apparent from the specification or be learned by practicing the invention. The objectives and other advantages of this invention can be realized and obtained from the content specifically pointed out in the text and drawings. Attached Figure Description

[0024] The accompanying drawings are for illustrative purposes only and are not intended to limit the invention. Throughout the drawings, the same reference numerals denote the same parts.

[0025] Figure 1 This is a longitudinal section schematic diagram of the vibration reduction structure;

[0026] Figure 2 This is a top-down structural diagram of the building complex;

[0027] Figure 3 This is a schematic diagram of the longitudinal section structure of the replacement layer;

[0028] Figure 4 This is a schematic diagram of the longitudinal section structure of the power utility tunnel;

[0029] Figure 5 The diagram shows the vibration frequency versus vibration displacement of the vibration reduction structure.

[0030] Figure 6 This is a flowchart illustrating the construction method.

[0031] Attached reference numerals: 1-Frame column; 2-Column base; 3-Backfill layer; 4-Structural base plate; 5-First buffer layer; 6-Second buffer layer; 7-Power pipe gallery; 8-Circular large scientific device; 31-First pouring layer; 32-Second pouring layer; 33-Third pouring layer; 34-Third compartment joint; 71-Pipe gallery body; 72-Power pipeline; 73-Supporting component; 74-Third buffer layer; 100-Soil; 101-Main building; 102-Power equipment room; 103-Power station building; 104-Power equipment; 105-Power machine. Detailed Implementation

[0032] The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which constitute a part of the present invention and are used together with the embodiments of the present invention to illustrate the principles of the present invention, but are not intended to limit the scope of the present invention.

[0033] Example 1

[0034] A specific embodiment of the present invention, such as Figure 1As shown, a vibration reduction structure (hereinafter referred to as the vibration reduction structure) for medium-hard soil areas is disclosed, including a frame, a vibration reduction foundation, and a dynamic pipe gallery 7. The frame, vibration reduction foundation, and dynamic pipe gallery 7 are all set on the soil 100, and the dynamic pipe gallery 7 passes through the vibration reduction foundation. The frame and vibration reduction foundation can isolate the annular large scientific device 8 from the soil 100 and the dynamic pipe gallery 7, and reduce the vibration transmitted from the soil 100 and the dynamic pipe gallery 7 to the annular large scientific device 8 while meeting the settlement and bearing capacity requirements of the soil 100.

[0035] like Figure 2 As shown, the vibration reduction structure of this embodiment is used to reduce the vibration of the ring-shaped large scientific device 8, and a complex of buildings is provided to support the ring-shaped large scientific device 8. The complex includes a main building 101, a power equipment room 102, a power station 103, and a power pipe corridor 7. The main building 101 is in the shape of a closed ring. The power equipment room 102 is located inside the ring of the main building 101, and the power station 103 is located outside the ring of the main building 101. The ring-shaped large scientific device 8 is located inside the main building 101. The power equipment room 102 contains power equipment 104, which supplies power to the large scientific device. The power station 103 contains a power unit 105, which generates power and drives the power equipment 104. The power pipe corridor 7 needs to pass through the vibration reduction foundation and transmits the power generated from the power station 103 to the power equipment room 102 via a power medium for use by the ring-shaped large scientific device. The power medium is gas or water. The perimeter of the main building 101 is 400-2000m.

[0036] Preferably, such as Figure 1 As shown, the vibration reduction structure in this embodiment includes frame columns 1 and column bases 2. Column bases 2 are set in the soil 100 and there are multiple of them. Each frame column 1 is connected to a column base 2 and the frame column 1 is used to support the main building 101.

[0037] Preferably, the column base 2 is separated from the vibration damping foundation to prevent the column base 2 from transmitting vibration to the vibration damping foundation.

[0038] Preferably, the vibration-damping foundation includes a replacement layer 3 and a structural base plate 4. The replacement layer 3 is placed on the soil 100, isolating the structural base plate 4 from the soil 100 and preventing vibrations from the soil 100 from being transmitted to the structural base plate 4. The structural base plate 4 is placed on the replacement layer 3, and both the replacement layer 3 and the structural base plate 4 are annular. The structural base plate 4 supports the annular large scientific device 8, providing a solid foundation for it. The area where the annular large scientific device 8 is located is a micro-vibration control zone. The width of the micro-vibration control zone is B, which is 10-50m. The width of the replacement layer 3 is B+0.0-B+3.0m, and the thickness is 2.0-3.0m. The width of the structural base plate 4 is B+0.0-B+3.0m, and the thickness is 0.8-1.5m.

[0039] Preferably, the material of the replacement layer 3 is plain concrete, 3:7 lime-soil mixture, roller-compacted concrete, or cement-stone powder slag. Preferably, the plain concrete has a concrete grade of C15 or C20, which reduces the concrete construction cost while meeting the requirement of 100mm for concrete replacement soil.

[0040] Large-volume concrete has a high heat of hydration, making it prone to cracking during construction. To avoid cracking, methods such as increasing the concrete grade and adding crack-resistant steel reinforcement are often used. However, due to the large amount of replacement material, additional steel reinforcement is required to meet crack resistance requirements, significantly increasing costs. Preferably, such as... Figure 3 As shown, the replacement layer 3 includes a first pouring layer 31, a second pouring layer 32, and a third pouring layer 33. The second pouring layer 32 is placed on the first pouring layer 31, and the third pouring layer 33 is placed on the second pouring layer 32. The first pouring layer 31 is a cushion layer, serving as a transition layer between the soil 100 and the replacement layer 3, isolating the second pouring layer 32 from the soil 100, and leveling the first pouring layer 31. The first pouring layer 31 includes multiple first compartments, with first compartment joints provided between the first compartments. The width of the first joint is 1000mm to facilitate subsequent construction.

[0041] Preferably, the second pouring layer 32 includes multiple second compartments. During the pouring process, the second compartments fill the first compartment joints, which can repair the first pouring layer 31 and improve the overall strength of the replacement layer 3. Second compartment joints are provided between the second compartments, and these second compartment joints are not connected to or overlap with the first compartment joints. The third pouring layer 33 includes multiple third compartments. During the pouring process, the third compartments fill the second compartment joints, which can repair the second pouring layer 32 and improve the overall strength of the replacement layer 3. Third compartment joints 34 are provided between the third compartments, and these third compartment joints are not connected to or overlap with the second compartment joints.

[0042] Preferably, to fill the third compartment joint 34, filler material needs to be injected into the third compartment joint 34 to eliminate cracks in the third pouring layer 33 and improve the overall strength of the replacement layer 3. Preferably, the filler material is epoxy resin or a mixture of epoxy resin and cement, wherein the mixture is prepared by mixing epoxy resin and cement at a mass ratio of 2:1 to 3:1. The replacement layer 3 does not require reinforcement and is free of cracks, improving the integrity and crack resistance of the replacement foundation and ensuring the rigidity of the replacement foundation.

[0043] Preferably, such as Figure 1 As shown, the ring-shaped large scientific device 8 is large in volume and has a high load. The structural base slab 4 is a reinforced concrete structural base slab, with steel bars or prestressed steel bars, ensuring a solid and flat foundation for the ring-shaped large scientific device 8. The prestressed steel bars can reduce cracking in the structural base slab 4.

[0044] Preferably, the vibration reduction structure of this embodiment further includes a first buffer layer 5 and a second buffer layer 6. Both the first buffer layer 5 and the second buffer layer 6 are connected to the structural base plate 4, and the second buffer layer 6 is disposed on the first buffer layer 5. The first buffer layer 5 is used to isolate the structural base plate 4 from the soil 100, preventing the soil 100 from transmitting vibrations to the structural base plate 4, and then to the annular large scientific device 8.

[0045] Preferably, the first buffer layer 5 is a polystyrene board buffer layer with a thickness of 50-100mm. The polystyrene board buffer layer has low surface hardness. The second buffer layer 6 is used to isolate the structural base slab 4 from the soil 100, preventing the soil 100 from transmitting vibrations to the structural base slab 4. As a ground layer for personnel activity, it needs to have a surface hardness that will not be damaged by foot traffic. Preferably, the second buffer layer 6 is an epoxy mortar buffer layer, which enhances the surface hardness of the first buffer layer 5.

[0046] Preferably, such as Figure 1 and Figure 4 As shown, the power utility tunnel 7 includes a tunnel body 71, a power pipeline 72, and a support assembly 73. The power pipeline 72 is connected to the tunnel body 71 via the support assembly 73. The power pipeline 72 is used to transmit power media. The support assembly 73 is used to reduce the vibration transmitted from the power pipeline 72 to the tunnel body 71.

[0047] The supporting component 73 is a spring, which is installed below the power pipe 72. The spring can disperse the weight and vibration of the power pipe 72 and prevent the power pipe 72 from transmitting vibration to the pipe gallery body 71.

[0048] Preferably, a third buffer layer 74 is provided between the pipe gallery body 71 and the replacement layer 3. The third buffer layer 74 is used to isolate the pipe gallery body 71 and the replacement layer 3, preventing the pipe gallery body 71 from transmitting vibration to the replacement layer 3. Preferably, the third buffer layer 74 is a polystyrene board buffer layer with a thickness of 50-150mm.

[0049] Compared to existing technologies, the vibration-damping structure frame and foundation of this embodiment can isolate the annular large scientific device 8 from the soil 100 and the power pipe gallery 7, reducing the vibration transmitted from the soil 100 and the power pipe gallery 7 to the annular large scientific device 8 while meeting the settlement and bearing capacity requirements of the soil 100. The material of the replacement layer 3 is plain concrete, 3:7 lime-soil mixture, roller-compacted concrete, or cement-stone powder slag. The concrete grade of the plain concrete is C15 or C20, which reduces the concrete construction cost while meeting the requirements of concrete replacement of soil 100. Filling material is poured into the third three-section joint 34 to prevent cracks in the third pouring layer 33 and improve the overall strength of the replacement layer 3. The replacement layer 3 does not require steel reinforcement and does not have cracks, yet it still maintains its overall strength.

[0050] The first buffer layer 5 is used to isolate the structural base plate 4 from the soil 100, preventing the soil 100 from transmitting vibrations to the structural base plate 4, and then to the circular large scientific device 8; the second buffer layer 6 is an epoxy mortar buffer layer, which strengthens the surface hardness of the first buffer layer 5, allowing personnel to move on it; the supporting component 73 is a spring, which prevents the power pipeline 72 from transmitting vibrations to the pipe gallery body 71; the fourth buffer layer 74 is used to isolate the pipe gallery body 71 from the replacement layer 3, preventing the pipe gallery body 71 from transmitting vibrations to the replacement layer 3.

[0051] The vibration reduction structure of this invention has been tested in practice, such as... Figure 5 As shown, the vibration reduction structure can achieve vibration reduction effect in the entire frequency band from 1 to 100 Hz, with a maximum vibration reduction of over 90%. The effective value of the vertical vibration displacement on the structural base plate 4 within 1 second is within 20 nm.

[0052] The replacement layer 3 is a 3m thick and 30m wide C15 plain concrete. The structural base slab 4 is a 1m thick and 30m wide C30 prestressed reinforced concrete.

[0053] A vibrator was used for excitation during the experiment, with the vibrator positioned 53.5 m from the center of the structural base slab 4. A measuring point was placed at the center of the structural base slab 4. As a control, a measuring point was placed on the soil 100 at a distance of 53.5 m from the vibrator. The load frequency range of the vibrator output was 1–100 Hz. The differences in vibration response between the soil and the structural base slab under the same excitation were analyzed.

[0054] Example 2

[0055] Another specific embodiment of the present invention, such as Figure 6 As shown, a construction method for a vibration-damping structure in medium-hard soil areas (hereinafter referred to as the construction method) is disclosed to achieve the vibration-damping structure of Example 1.

[0056] The construction method in this embodiment includes the following steps:

[0057] Step 1: Design the dimensions of the replacement layer 3 and the structural base plate 4.

[0058] The dimensions of the replacement layer 3 and the structural base slab 4 are designed and calculated based on the micro-vibration control requirements and uneven settlement requirements of the circular large scientific facility 8. The reinforcement layout and prestressed reinforcement layout of the structural base slab 4 are designed according to the bearing capacity requirements.

[0059] Step 2: Excavate the foundation pit

[0060] Excavate 100 mm of soil to form the foundation pit for column foundation 2 and replacement layer 3.

[0061] Preferably, the depth of the foundation pit of the replacement layer 3 is the design elevation of the sum of the replacement layer 3 and the structural base plate 4.

[0062] Preferably, if a soil layer is excavated to a level that does not meet the design bearing capacity requirements, the soil layer is over-excavated by 0.6m, and the over-excavated portion is replaced with plain concrete, 3:7 lime-soil mixture, roller-compacted concrete, or cement-stone powder slag to the design elevation.

[0063] Preferably, the replacement section needs to be compacted in layers, with each layer having a thickness of no more than 300 mm, a compaction coefficient of no less than 0.96, and a foundation bearing capacity of no less than the bearing capacity of the bearing layer.

[0064] Step 3: Construct the replacement layer 3 and the power pipe gallery 7, including the following sub-steps:

[0065] Preferably, the replacement layer 3 is poured using a layered, compartmentalized method.

[0066] Step 31: Pour the first layer of the silo and leave the first compartment joint, which is 1000mm wide, and cure for 2 days.

[0067] Step 32: Pour the second layer of the silo and fill the first silo joint, leaving space for the second silo joint and the pipe gallery trench, and cure for 4 days. The thickness of the second layer of the silo shall not exceed 1m, and its length and width shall not exceed 15m.

[0068] Step 33: Lay the fourth buffer layer 74 on the inner wall of the pipe gallery trench; lay the pipe gallery body 71; lay the fourth buffer layer 74 on the pipe gallery body 71.

[0069] Step 34: Pour the third layer of the silo and fill the second compartment joint, leaving the third compartment joint 34. Cure for 7-10 days. The thickness of the third layer of the silo should not exceed 1m, and its length and width should not exceed 15m.

[0070] The replacement layer 3 is poured using a layered, compartmentalized method. The second compartment fills the first compartmentalized joint during the pouring process, which can repair the first pouring layer 31. The third compartment fills the second compartmentalized joint during the pouring process, which can repair the second pouring layer 32 and improve the overall strength of the replacement layer 3.

[0071] Step 4: Construct column base 2

[0072] Construct column base 2 in the foundation pit of column base 2, and construct frame column 1 on column base 2.

[0073] Preferably, steps 3 and 4 are executed in parallel.

[0074] Step 5: Grouting to reinforce the third compartment joint 34

[0075] Before grouting, clean the cracks and protect them to prevent further contamination. Fill the third compartment joint 34 with filler material and perform pressureless grouting. The surface of the third compartment joint 34 should not be sealed. During the grouting process, pay attention to protecting the joint surface to prevent dust, sewage, etc., from flowing in.

[0076] Preferably, the filler is epoxy resin or a mixture of epoxy resin and cement, wherein the mixture is prepared by mixing epoxy resin and cement in a mass ratio of 3:1 to 2:1.

[0077] Preferably, during construction in winter or rainy season, the epoxy resin or epoxy resin and cement mixture is heated to 40℃-60℃ on site, left to stand for 15-20 minutes, and then the grouting treatment is carried out.

[0078] Preferably, after the final grouting, the surface of the filler should be smoothed after initial setting, and it should not come into contact with water during the curing period.

[0079] Filling material is injected into the third compartment joint 34 to eliminate cracks in the third pouring layer 33 and improve the overall strength of the replacement layer 3; the entire replacement layer 3 does not contain steel reinforcement and does not have cracks, yet it still maintains its overall strength.

[0080] Step 6: Quality Inspection

[0081] The dynamic parameters and vibration response of each compartment and compartment joint inside the replacement layer 3 are tested; if the design requirements are met, proceed to step 7; if the design requirements are not met, proceed to step 5 again.

[0082] Preferably, after the crack filling is completed, a full-depth core sample is taken from the middle position of the third compartment crack 34 to check the filling material filling condition and test the density, elastic modulus and damping of the core sample; after the crack filling is completed, the shear wave velocity dynamic parameters of the third compartment crack 34 are sampled and tested.

[0083] Preferably, the shear wave velocity dynamic parameter is detected using ultrasonic testing technology, wherein the transmitter is placed on one side of the compartment joint and the receiver is placed on the other side, and both the transmitter and receiver need to be firmly bonded to the surface of the replacement layer 3. First, the distance L between the transmitter and the receiver is measured. Then, the transmitter emits a signal and it is received by the receiver. The time t when the receiver receives the signal is recorded. The shear wave velocity is obtained by dividing L by t.

[0084] Preferably, a sampling rate of 90% or higher and a shear wave velocity greater than 2000 m / s are considered sufficient for grouting reinforcement to be considered qualified.

[0085] The dynamic parameters of the compartment joints can be detected by using shear wave velocity testing, which allows for quantitative analysis and evaluation of the effectiveness of grouting reinforcement treatment for the compartment joints.

[0086] Step 7: Construct the structural base plate 4

[0087] The structural base slab 4 is poured using a compartmentalized and post-cast strip method, with each compartment having a length and width not exceeding 15m.

[0088] Step 8: Construct the first buffer layer 5 and the second buffer layer 6

[0089] A first buffer layer 5 is constructed on both sides of the structural base plate 4, and a second buffer layer 6 is constructed on the first buffer layer 5.

[0090] Step 9: Project acceptance and completion of construction.

[0091] Compared with existing technologies, the construction method of this embodiment adopts a layered, compartmentalized method for pouring the replacement layer 3. During the pouring process, the second compartment fills the first compartmentalized joint, which repairs the first poured layer 31. Similarly, during the pouring process, the third compartment fills the second compartmentalized joint, which repairs the second poured layer 32, thus improving the overall strength of the replacement layer 3. Filler material is injected into the third compartmentalized joint 34, ensuring that the third poured layer 33 is free of cracks, further improving the overall strength of the replacement layer 3. Even without reinforcing steel bars or cracks, the entire replacement layer 3 maintains its overall strength.

[0092] During construction, the dynamic parameters of the compartment joints are detected by shear wave velocity testing, which can quantitatively analyze and evaluate the effect of the grouting reinforcement treatment of the compartment joints and ensure the quality of the project.

[0093] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A vibration damping structure for use in medium-hard soil areas, characterized in that, It includes a frame, a vibration-damping foundation, and a power pipe gallery. The frame, vibration-damping foundation, and power pipe gallery are all set on the soil, and the power pipe gallery passes through the vibration-damping foundation. The vibration-damping foundation includes a backfill layer and a structural base plate. The backfill layer is set on the soil, and the structural base plate is set on the backfill layer. The power tunnel passes through the vibration-damping foundation and transmits the power generated from the power station to the power equipment room via a power medium. The power tunnel includes the tunnel body, power pipelines, and support components. The power pipelines are connected to the tunnel body via the support components. The power pipelines are used to transmit the power medium. The support components are used to reduce the vibration transmitted from the power pipelines to the tunnel body. A third buffer layer is provided between the tunnel body and the backfill layer. The third buffer layer is used to isolate the tunnel body and the backfill layer and prevent the tunnel body from transmitting vibration to the backfill layer. The replacement layer includes a first pouring layer, a second pouring layer, and a third pouring layer. The second pouring layer is placed on the first pouring layer, and the third pouring layer is placed on the second pouring layer. The first pouring layer includes multiple first-level compartments, and a first compartment joint is provided between the first-level compartments. The second pouring layer includes multiple second-level compartments. During the pouring process, the second-level compartments fill the first compartment joints, which can repair the first pouring layer. A second compartment joint is provided between the second-level compartments. The second compartment joints are not connected to or overlap with the first compartment joints. The third pouring layer includes multiple third-layer compartments. During the pouring process, the third-layer compartments fill the second-layer compartment joints, which can repair the second pouring layer. There are third-layer compartment joints between the third-layer compartments. The third-layer compartment joints are not connected to or overlap with the second-layer compartment joints. The third-layer compartment joints are filled with filler material so that the third pouring layer no longer has cracks. The replacement layer has no steel reinforcement and no cracks.

2. The vibration damping structure for medium-hard soil areas according to claim 1, characterized in that, The frame includes a first frame column, a second frame column, a third frame column, and column bases, with the column bases set in the soil.

3. The vibration reduction structure for medium-hard soil areas according to claim 2, characterized in that, The column base is provided in multiple ways, with the first frame column, the second frame column, and the third frame column each connected to one column base.

4. The vibration damping structure for medium-hard soil areas according to claim 2, characterized in that, The column base is separated from the vibration damping foundation.

5. The vibration reduction structure for medium-hard soil areas according to claim 1, characterized in that, Both the replacement layer and the structural base plate are annular.

6. The vibration damping structure for medium-hard soil areas according to claim 1, characterized in that, The thickness of the replacement layer is 2.0-3.0m.

7. The vibration damping structure for medium-hard soil areas according to claim 1, characterized in that, The thickness of the structural base plate is 0.8-1.5m.

8. The vibration damping structure for medium-hard soil areas according to claim 1, characterized in that, The structural base plate is a reinforced concrete structural base plate.

9. A method for constructing vibration-damping structures for medium-hard soil regions, characterized in that, The vibration reduction structure for medium-hard soil areas as described in any one of claims 1-8 shall be constructed.

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