Road seismic isolation subgrade structure and seismic isolation road

Abstract

The application provides a road shock isolation subgrade structure and a shock isolation road, comprising an embankment, characterized in that: a high-damping concrete layer, a shock isolation cushion layer, a concrete bearing layer and a flexible buffer layer are sequentially arranged below the embankment from top to bottom; shock isolation pile holes are arranged in the soil below the flexible buffer layer in an array; rubber hole protection sleeves are inserted into the shock isolation pile holes and are attached to the inner walls of the shock isolation pile holes; shock isolation trenches are excavated along the road direction and are close to the two sides of the embankment; and sleeve head rigid shock isolation piles are provided. The application can reduce the transmission of seismic energy to the embankment and the road surface, thereby achieving the protection of the road.

Description

Technical Field

[0001] This invention belongs to the field of road engineering technology, and specifically relates to a road seismic isolation subgrade structure and a seismic isolation road. Background Technology

[0002] my country attaches great importance to earthquake prevention and mitigation measures.

[0003] Seismic isolation systems are defined as flexible or sliding interfaces located between a structure and its foundation, reducing the correlation between horizontal ground motion and horizontal structural motion, thereby minimizing earthquake damage to the structure and its contents. Existing seismic isolation types mainly include laminated rubber bearing seismic isolation systems, sliding friction seismic isolation systems, composite seismic isolation systems, and suspended seismic isolation systems. These have demonstrated superior seismic isolation technology in the fields of architecture and bridges. In recent years, rubber pad seismic isolation systems have been increasingly developed due to their simple material sourcing, convenient installation, and strong functionality, making them particularly suitable for buildings with relatively low superstructure loads. Rubber-sand composite cushion layers can effectively reduce not only horizontal vibrations but also vertical vibrations. Roads are distributed across diverse terrains and wide areas, and the superstructure load of embankments is relatively low compared to buildings. The foundations have strong adaptability, allowing for full utilization of the elasticity and seismic isolation performance of materials such as rubber.

[0004] Therefore, it is both necessary and feasible to invent a seismic isolation roadbed structure that can be effectively and economically applied to existing road seismic isolation projects, thereby protecting roads by reducing the transmission of seismic energy to embankments and pavements. Summary of the Invention

[0005] In response to the problems mentioned in the background art, this invention provides a road seismic isolation subgrade structure and a seismic isolation road.

[0006] The present invention is achieved through the following technical solution.

[0007] In a first aspect, the present invention provides a road seismic isolation subgrade structure, including an embankment, characterized in that it comprises, from top to bottom, a high-damping concrete layer, a seismic isolation pad layer, a concrete bearing layer, and a flexible buffer layer disposed below the embankment; seismic isolation pile holes arranged in an array within the soil below the flexible buffer layer; rubber protective sleeves inserted into the seismic isolation pile holes and fitting against the inner wall of the seismic isolation pile holes; seismic isolation trenches excavated along the road direction on both sides of the embankment; and rigid seismic isolation piles with caps; wherein the seismic isolation trenches are excavated to a position below the flexible buffer layer, and the seismic isolation trenches and the pile holes are filled with a mixture of fine sand and gravel; the rigid seismic isolation piles with caps include those from the bottom... The structure consists of a first rigid pile inserted sequentially into a seismic isolation pile hole and a flexible buffer layer; a heavy-duty universal ball bearing mounted on top of the first rigid pile; a rigid sleeve; a second rigid pile; and several damping devices. The bottom groove of the rigid sleeve covers the top of the first rigid pile and abuts against the heavy-duty universal ball bearing. The top of the rigid sleeve abuts against the lower surface of the concrete bearing layer. Several damping devices are evenly arranged circumferentially around the top of the first rigid pile and are horizontally connected between the side wall of the bottom groove of the rigid sleeve and the outer wall of the first rigid pile. The second rigid pile is fixedly connected to the top of the rigid sleeve to form an integral structure and is inserted into the concrete bearing layer.

[0008] Preferably, the vibration isolation pad layer comprises 2-3 layers of rubber sand arranged sequentially.

[0009] Preferably, geogrid layers are provided between adjacent rubber sand layers, between the bottom rubber sand layer of the seismic isolation pad and the concrete bearing layer, and between the top rubber sand layer of the seismic isolation pad and the high-damping concrete layer.

[0010] Preferably, the rubber sand layer is made of a mixture of 2-5 mm rubber particles and 1-4 mm coarse sand particles.

[0011] Preferably, the thickness of the vibration isolation pad is 300-400 mm, the thickness of the high-damping concrete layer is 100-150 mm, the thickness of the concrete bearing layer is 300-500 mm, and the thickness of the flexible buffer layer is 500-800 mm.

[0012] Preferably, the plurality of damping devices are arranged in two layers around the top of the first rigid pile. The length L of each damping device is 150-250mm. The spring stiffness of the upper damping device is ≥100N / mm, and the spring stiffness of the lower damping device is ≥150N / mm.

[0013] Preferably, the shock absorber includes a first connecting piece, a shock absorber spring, a rubber shock absorber block, and a second connecting piece connected in sequence to form an integral structure, and a limiting component that covers the outside of the shock absorber spring and connects the first connecting piece and the rubber shock absorber block; the limiting component includes 2 to 4 rigid limiting collars that are slidably sleeved together in sequence.

[0014] Preferably, both the first connecting piece and the second connecting piece are provided with bolt holes, and the two ends of the shock absorber are respectively fixedly connected to the side wall of the bottom groove of the rigid sleeve and the outer wall of the first rigid pile by bolts and bolt holes through the first connecting piece and the second connecting piece.

[0015] Preferably, the rigid isolation pile with sleeve head further includes a rubber sealing gasket, which is disposed in the gap between the bottom groove of the rigid sleeve head and the first rigid pile to prevent soil near the bottom of the rigid sleeve head from entering the interior of the rigid sleeve head.

[0016] Preferably, the width of the high-damping concrete layer is slightly larger than the width of the embankment, and the widths of the high-damping concrete layer, the seismic isolation layer, the concrete bearing layer, and the flexible buffer layer are the same or increase progressively with each layer.

[0017] Secondly, the present invention provides a seismic isolation road structure, including a surface layer disposed on an embankment, characterized in that it further includes the aforementioned seismic isolation roadbed structure.

[0018] Compared with the prior art, the beneficial effects of the present invention are as follows: (1) In the process of an earthquake, the deformation of the road will be partially borne by the roadbed in the road isolation subgrade structure of the present invention. The high-damping concrete layer can reduce the propagation of high-frequency seismic waves to the upper embankment by utilizing its own high-damping material and seismic isolation performance components. The seismic isolation pad is composed of multiple layers of rubber sand. The rubber sand layer is made of a mixture of rubber particles and sand particles, which can increase the damping ratio between the subgrade and the embankment, absorb high-frequency seismic waves, reduce peak acceleration, reduce the impact of seismic waves on the road, and achieve the effect of seismic isolation.

[0019] (2) The road isolation subgrade structure of the present invention has a large vertical bearing capacity. Under the condition of road use, it bears all the weight and use load of the road and has a large vertical bearing capacity safety factor to ensure the safety of the road under use. During minor earthquakes, it has sufficient horizontal stiffness and the horizontal displacement of the upper road is very small, which does not affect the use requirements. When a moderate earthquake occurs, the horizontal stiffness of the isolation pad is small, the upper road slides horizontally, and its natural frequency is greatly extended, which is far away from the natural period and site characteristic period of the upper road, thereby effectively isolating the ground vibration, significantly reducing the structural seismic response, and absorbing high-frequency seismic waves to reduce the peak value of the seismic acceleration transmitted to the bottom of the embankment.

[0020] (3) The road seismic isolation subgrade structure of the present invention can control the transmission of the seismic motion of the lower part to the upper embankment, reduce the fundamental frequency of the embankment vibration, extend the fundamental period, and make it avoid the main energy propagation frequency of the ground motion, so as to reduce the propagation of seismic energy to the embankment. In this way, the embankment and the ground vibration are relatively separated. At the same time, the energy dissipation of the rigid seismic isolation pile can reduce the displacement of the embankment, thereby achieving the purpose of comprehensively reducing the dynamic response of the road and protecting road safety. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the main structure of the road seismic isolation subgrade structure of the present invention.

[0022] Figure 2 for Figure 1 A magnified schematic diagram of a local structure.

[0023] Figure 3 for Figure 1 Cross-sectional view at point AA.

[0024] Figure 4 This is a schematic diagram of the main structure of a rigid seismic isolation pile with a sleeve head.

[0025] Figure 5 for Figure 4 Cross-sectional view at point BB.

[0026] Figure 6 This is a schematic diagram of the main structure of the shock absorber damper.

[0027] Figure 7 This is a schematic diagram showing the dimensions of a rigid seismic isolation pile with a sleeve head.

[0028] The meanings of the labels in the above figures are as follows: 1. Flexible buffer layer; 2. Concrete bearing layer; 3. Seismic isolation pad layer; 301. Rubber sand layer; 4. High damping concrete layer; 5. Seismic isolation pile hole; 6. Rubber hole sleeve; 7. Seismic isolation trench; 8. Sleeve-headed rigid seismic isolation pile; 801. First rigid pile; 802. Rigid sleeve; 803. Second rigid pile; 804. Heavy-duty universal ball bearing; 805. Vibration damper; 805. First connecting piece; 8051. Vibration damping spring; 8052. Rubber vibration damping block; 8053. Second connecting piece; 8054. Limiting component; 8055. Rigid limiting collar; 8056. Rubber sealing gasket; 9. Geogrid layer; 10. Embankment; 11. Natural road surface; 12. Fine sand and gravel mixture; 13. Surface layer. Detailed Implementation

[0029] To make the objectives and advantages of the present invention clearer, the present invention will be further described in detail below with reference to embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention. The present invention will be further described below with reference to the accompanying drawings. Example 1

[0030] This embodiment provides a road seismic isolation subgrade structure. Please refer to [link / reference]. Figures 1 to 6The system includes an embankment 10, a high-damping concrete layer 4, a seismic isolation pad layer 3, a concrete bearing layer 2, and a flexible buffer layer 1 arranged sequentially from top to bottom below the embankment 10, seismic isolation pile holes 5 arranged in an array in the soil below the flexible buffer layer 1, rubber protective sleeves 6 inserted into the seismic isolation pile holes 5 and fitting against the inner wall of the seismic isolation pile holes 5, seismic isolation trenches 7 excavated along the road direction on both sides of the embankment 10, and rigid seismic isolation piles 8 with caps; wherein, the seismic isolation trenches 7 are excavated to a position below the flexible buffer layer 1, and the seismic trenches 7 and the seismic isolation pile holes 5 are filled with a mixture of fine sand and gravel 12; the rigid seismic isolation piles 8 with caps include a first rigid pile 801 inserted sequentially from bottom to top into the seismic isolation pile holes 5 and the flexible buffer layer 1, and are provided with The system comprises a heavy-duty universal ball bearing 804, a rigid sleeve 802, a second rigid pile 803, and several damping devices 805, all positioned on top of the first rigid pile 801. The bottom groove of the rigid sleeve 802 covers the top of the first rigid pile 801 and abuts against the heavy-duty universal ball bearing 804. The top of the rigid sleeve 802 abuts against the lower surface of the concrete bearing layer 2. Several damping devices 805 are evenly arranged circumferentially around the top of the first rigid pile 801 and are horizontally connected between the side wall of the bottom groove of the rigid sleeve 802 and the outer wall of the first rigid pile 801. The second rigid pile 803 is fixedly connected to the top of the rigid sleeve 802 to form an integral structure and is inserted into the concrete bearing layer 2.

[0031] Please refer to the above structure. Figure 7The first rigid pile 801, the second rigid pile 803, and the rigid sleeve 802 are all precast concrete. The rigid sleeve 802 is precast integrally with the second rigid pile 803, while the first rigid pile 801 is precast separately. The pile diameter D1 of the first rigid pile 801 and the second rigid pile 803 is 500–600 mm, and the pile spacing is 2500–3000 mm. The inner diameter D2 of the groove of the rigid sleeve 802 is 650–850 mm, the outer diameter D3 is 2000–2500 mm, the height H1 is 500–750 mm, and the height H2 is 800–1000 mm. mm; the diameter of the isolation pile hole 5 is 2000-3000 mm, and it is fitted with a rubber protective sleeve 6 and filled with a mixture of fine sand and gravel 12, which can facilitate the more uniform propagation of vibration waves to the first rigid pile 801; the damper 805 is pre-compressed to ensure that the device can achieve bidirectional displacement of compression and tension; the isolation pad 3 is made of a mixture of rubber particles and coarse sand particles to reduce the dynamic shear modulus of the material and increase the damping ratio, so as to give full play to the material's isolation characteristics; the high-damping concrete layer 4 can be made of ordinary concrete with the addition of materials such as carboxylated styrene-butadiene latex and polyester fiber. The high-damping polymer material is used for casting. In addition, the high-damping concrete layer 4 can also achieve vibration isolation by adding air-entraining agents and vibration isolation particles. The concrete bearing layer 2 is a conventional reinforced concrete structure, which is connected to the second rigid pile 803 to connect the lower flexible buffer layer 1 and the soil below the flexible buffer layer 1 into an integral structure through the headed rigid isolation pile 8 to form a bearing layer. The flexible buffer layer 1 is formed by replacing the original soil with sand, which provides buffer space for the displacement of the first rigid pile 801 or the relative translation of the soil below the flexible buffer layer 1. The isolation trench 7 and the fine sand and gravel mixture filling it can isolate the transmission of vibrations from the surrounding soil of the high-damping concrete layer 4, the isolation pad layer 3, and the concrete bearing layer 2, thereby reducing the propagation of high-frequency seismic waves from the periphery to the upper embankment. In the rigid isolation pile 8, the upper part consists of a rigid sleeve 802 and a second rigid pile 803, and the lower part is a first rigid pile 801. The rigid sleeve 802 increases the contact area with the concrete bearing layer 2, thereby improving the bearing capacity of the embankment and reducing the bending moment experienced by the rigid pile during an earthquake. The second rigid pile 803 and the top of the rigid sleeve 802... The fixed connection into an integral structure and inserted into the concrete bearing layer 2 can prevent the formation of slip surface, reduce the dynamic response of the embankment, improve the stability of the superstructure, and also prevent the rigid pile from penetrating the seismic isolation layer 3 due to the vertical stress concentration generated during the earthquake. The top periphery of the first rigid pile 801 and the rigid sleeve 802 are connected in all directions by a shock damper 805. At the same time, the top of the first rigid pile 801 is abutted against the sleeve groove by a heavy-duty universal ball bearing 804. During an earthquake, the relative displacement generated by the earthquake shaking of the rigid pile and the sleeve can effectively dissipate the earthquake energy.

[0032] The working principle of this invention is as follows: In the embankment foundation, the embankment and the sub-foundation are connected to form a whole. Under normal circumstances, the sub-foundation bears the vertical pressure from the embankment and road surface traffic. This pressure is transmitted to the underlying bearing layer or the surrounding soil through the foundation itself. In this case, the rigid isolation pile foundation can meet the bearing capacity requirements of the embankment. However, during an earthquake, the soil itself is damaged, and the seismic load is directly transmitted from the underground soil to the surface embankment. Due to the dynamic load, the road suffers cracking, misalignment, and other damage. Therefore, how to reduce the effect of seismic load on the road surface, attenuate the transmission of seismic energy to the road during an earthquake, reduce earthquake damage, and improve the seismic performance of the embankment from the perspective of seismic isolation has become the core of seismic isolation in road engineering. In this invention, the high-damping concrete layer 4 utilizes its own high-damping material and seismic isolation components to reduce the propagation of high-frequency seismic waves to the upper embankment. The seismic isolation pad 3 is composed of multiple layers of rubber sand 4, which are made by mixing rubber particles and sand particles in a certain mass ratio. This increases the damping ratio between the roadbed and the embankment, absorbs high-frequency seismic waves, reduces peak acceleration, and reduces the impact of seismic waves on the road, thus playing a seismic isolation role. In this invention, rigid seismic isolation piles 8 are driven into the roadbed. The rigid seismic isolation piles 8 consist of a first rigid pile 801, a heavy-duty universal ball bearing 804, a rigid sleeve 802, a second rigid pile 803, and several damping devices 805. The first rigid pile 801 is inserted into the seismic isolation pile hole 5 filled with a fine sand and gravel mixture 12, which allows the vibration waves to be transmitted uniformly. The first rigid pile 801 is then passed to the first rigid pile, while the top of the rigid sleeve 802 abuts against the lower surface of the concrete bearing layer 2, which increases the contact area with the concrete bearing layer 2 and thus improves the bearing capacity of the embankment. The second rigid pile 803 is fixedly connected to the top of the rigid sleeve 802 to form an integral structure and is inserted into the concrete bearing layer 2, so that the sleeve-type rigid isolation pile 8 connects the concrete bearing layer 2, the flexible buffer layer 1 and the soil below the flexible buffer layer 1 into a whole. This can effectively dissipate seismic energy by shaking the first rigid pile 801 during an earthquake and causing relative displacement between the first rigid pile 801 and the rigid sleeve 802, thus acting as an energy dissipation device. In addition, the existence of the flexible buffer layer 1 can provide buffer space for the displacement of the first rigid pile 801 or the relative translation of the soil below the flexible buffer layer 1. When the seismic isolation roadbed structure of this invention is adopted, normal traffic is not affected when no earthquake occurs, and the rigid seismic isolation piles 8 can meet the bearing capacity requirements of the embankment. During an earthquake, the seismic isolation structure can increase the damping ratio between the embankment and the roadbed, which can significantly attenuate the earthquake vibration amplitude, accelerate the dissipation of earthquake energy, and ultimately reduce the impact of earthquake load on the road surface. It can effectively alleviate the destructive pressure of vibration load directly acting on the embankment, achieve a good seismic isolation effect, significantly reduce the degree of earthquake damage to the road, and has significant economic and social significance.

[0033] Furthermore, in a preferred embodiment, please refer to Figure 1 and Figure 2 The seismic isolation pad 3 includes 2-3 layers of rubber sand 301 arranged sequentially; geogrid layers 9 are provided between adjacent rubber sand layers 301, between the bottom rubber sand layer 301 of the seismic isolation pad 3 and the concrete bearing layer 2, and between the top rubber sand layer 301 of the seismic isolation pad 3 and the high damping concrete layer 4; wherein, a geogrid layer 9 is added in the middle of each layer, and the geogrid layer is made of glass fiber geogrid, so as to form a mechanical interlock to restrict and hinder the lateral movement of each layer, prevent the seismic isolation pad from lateral displacement, and avoid deformation of the seismic isolation pad.

[0034] Furthermore, in a preferred embodiment, geocells are provided inside the rubber sand layer 301. The geocells are high-strength welded HDPE geocells. The netting effect increases the contact pressure between the rubber sand particles, restricts the development of the shear band, and ensures that the damping ratio of the rubber sand is always proportional to the shear strain amplitude.

[0035] Furthermore, in a preferred embodiment, the rubber sand layer 301 is made of a mixture of 2-5 mm rubber particles and 1-4 mm coarse sand particles, and the rubber particles can be made from waste tires or industrial rubber.

[0036] Furthermore, in a preferred embodiment, the thickness of the vibration isolation pad 3 is 300-400 mm, the thickness of the high-damping concrete layer 4 is 100-150 mm, the thickness of the concrete bearing layer 2 is 300-500 mm, and the thickness of the flexible buffer layer 1 is 500-800 mm.

[0037] Furthermore, in a preferred embodiment, please refer to Figure 4 Several damping devices 805 are arranged in two layers around the top of the first rigid pile 801. The length L of each damping device 805 is 150-250 mm. The spring stiffness of the upper damping device 805 is ≥100 N / mm, and the spring stiffness of the lower damping device 805 is ≥150 N / mm. Since the spring stiffness of the two layers of damping devices 805 is different, when tilting torsion occurs, different bending moments are generated due to the difference in stiffness, thereby preventing the torsion from continuing to occur.

[0038] Furthermore, in a preferred embodiment, please refer to Figure 6The damper 805 includes a first connecting piece 8051, a damping spring 8052, a rubber damping block 8053, and a second connecting piece 8054 connected in sequence to form an integral structure. A limiting component 8055 is fitted over the damping spring 8052 and connected between the first connecting piece 8051 and the rubber damping block 8053. The limiting component 8055 includes 2 to 4 rigid limiting collars 8055 that are slidably sleeved together in sequence. Since the limiting component 8052 includes multiple rigid collars 8053, the damper is pre-compressed during installation. When compression displacement occurs, the rigid collars 8053 will retract layer by layer until only the last layer remains, at which point they can no longer move. During stretching, once all four layers of rigid collars 8053 are fully extended, they can no longer move.

[0039] Furthermore, in a preferred embodiment, please refer to Figures 4 to 6 Both the first connecting piece 8051 and the second connecting piece 8054 are provided with bolt holes. The two ends of the shock absorber 805 are fixedly connected to the bottom groove side wall of the rigid sleeve 802 and the outer wall of the first rigid pile 801 by bolts and bolt holes through the first connecting piece 8051 and the second connecting piece 8054 respectively.

[0040] Furthermore, in a preferred embodiment, please refer to Figure 4 The rigid isolation pile 8 also includes a rubber sealing gasket 806, which is disposed in the gap between the bottom groove of the rigid sleeve 802 and the first rigid pile 801 to prevent soil near the bottom of the rigid sleeve 802 from entering the interior of the rigid sleeve 802.

[0041] Furthermore, in a preferred embodiment, the width of the high-damping concrete layer 4 is slightly larger than the width of the embankment 10, and the widths of the high-damping concrete layer 4, the seismic isolation layer 3, the concrete bearing layer 2, and the flexible buffer layer 1 are the same or increase progressively. Example 2

[0042] This embodiment provides a seismic isolation road structure, which includes a surface layer 13 disposed on an embankment 10, and a seismic isolation roadbed structure as described in Embodiment 1. Example 3

[0043] This embodiment provides a construction method for the road seismic isolation subgrade structure of the present invention. Please refer to [link / reference]. Figure 1 and Figure 2The process includes the following steps: prefabricating the rigid isolation piles 8 according to design requirements; drilling isolation pile holes 5 in the roadbed at the pile spacing of the rigid isolation piles 8; installing rubber protective sleeves 6 in the isolation pile holes 5; simultaneously filling the isolation pile holes 5 with a fine sand and gravel mixture 12 and driving in the rigid isolation piles 8, so that the first rigid pile 801 is inserted into the fine sand and gravel mixture 12 in the isolation pile hole 5; and then compacting the fine sand and gravel mixture 12; and laying a flexible buffer layer with sand. 1. The height of the flexible buffer layer 1, made of sand, is exactly at the top of the rigid sleeve 802. Then, steel bars are tied above the flexible buffer layer 1 and concrete is poured to form the concrete bearing layer 2. Then, geogrid layer 9 and rubber sand layer 301 are laid sequentially on the concrete bearing layer 2, and each layer is vibrated to form the seismic isolation layer 3. A high-damping concrete layer 4 is laid on the seismic isolation layer 3, and geogrid layer 9 is also laid between the high-damping concrete layer 4 and the seismic isolation layer 3 for layering. Finally, seismic isolation trenches 7 are excavated along the road direction on both sides of the embankment 10, and the seismic isolation trenches 7 are filled with a mixture of fine sand and gravel 12.

Claims

1. A road seismic isolation subgrade structure, comprising an embankment (10), characterized in that... The system includes, from top to bottom, a high-damping concrete layer (4), a seismic isolation pad layer (3), a concrete bearing layer (2), and a flexible buffer layer (1) arranged below the embankment (10); seismic isolation pile holes (5) arranged in an array in the soil below the flexible buffer layer (1); rubber protective sleeves (6) inserted into the seismic isolation pile holes (5) and fitting the inner wall of the seismic isolation pile holes (5); seismic isolation trenches (7) excavated along the road direction on both sides of the embankment (10); and headed rigid seismic isolation piles (8); wherein the seismic isolation trenches (7) are excavated to a position below the flexible buffer layer (1), and the seismic isolation trenches (7) and the seismic isolation pile holes (5) are filled with a mixture of fine sand and gravel (12); the headed rigid seismic isolation piles (8) include a first rigid pile (801) inserted from bottom to top into the seismic isolation pile holes (5) and the flexible buffer layer (1). The structure includes a heavy-duty universal ball bearing (804), a rigid sleeve (802), a second rigid pile (803), and several damping devices (805) installed on the top of the first rigid pile (801); the bottom groove of the rigid sleeve (802) covers the top of the first rigid pile (801) and abuts against the heavy-duty universal ball bearing (804); the top of the rigid sleeve (802) abuts against the lower surface of the concrete bearing layer (2); several damping devices (805) are evenly arranged in a circumferential direction around the top of the first rigid pile (801) and are horizontally connected between the side wall of the bottom groove of the rigid sleeve (802) and the outer wall of the first rigid pile (801); the second rigid pile (803) is fixedly connected to the top of the rigid sleeve (802) to form an integral structure and is inserted into the concrete bearing layer (2); Several of the aforementioned damping devices (805) are arranged in two layers around the top of the first rigid pile (801). The length L of each of the aforementioned damping devices (805) is 150-250mm. The spring stiffness of the upper damping device (805) is ≥100N / mm, and the spring stiffness of the lower damping device (805) is ≥150N / mm. The shock absorber (805) includes a first connecting piece (8051), a shock absorber spring (8052), a rubber shock absorber block (8053), and a second connecting piece (8054) connected in sequence to form an integral structure. A limiting component (8055) is sleeved outside the shock absorber spring (8052) and connected between the first connecting piece (8051) and the rubber shock absorber block (8053). The limiting component (8055) includes 2 to 4 rigid limiting collars (8056) that are slidably sleeved in sequence.

2. The road seismic isolation subgrade structure as described in claim 1, characterized in that, The vibration isolation pad (3) includes 2-3 layers of rubber sand (301) arranged in sequence.

3. The road seismic isolation subgrade structure as described in claim 2, characterized in that, Geogrid layers (9) are provided between adjacent rubber sand layers (301), between the bottom rubber sand layer (301) of the seismic isolation pad layer (3) and the concrete bearing layer (2), and between the top rubber sand layer (301) of the seismic isolation pad layer (3) and the high damping concrete layer (4).

4. A road seismic isolation subgrade structure as described in claim 2, characterized in that, The rubber sand layer (301) is made of 2-5 mm rubber particles and 1-4 mm coarse sand particles.

5. A road seismic isolation subgrade structure as described in claim 1, characterized in that, The thickness of the isolation pad (3) is 300-400 mm, the thickness of the high damping concrete layer (4) is 100-150 mm, the thickness of the concrete bearing layer (2) is 300-500 mm, and the thickness of the flexible buffer layer (1) is 500-800 mm.

6. A road seismic isolation subgrade structure as described in claim 1, characterized in that, Bolt holes are provided on the first connecting piece (8051) and the second connecting piece (8054). The two ends of the shock absorber (805) are fixedly connected to the bottom groove side wall of the rigid sleeve (802) and the outer wall of the first rigid pile (801) by bolts and bolt holes through the first connecting piece (8051) and the second connecting piece (8054), respectively.

7. A road seismic isolation subgrade structure as described in claim 1, characterized in that, The rigid isolation pile (8) also includes a rubber sealing gasket (806), which is placed in the gap between the bottom groove of the rigid sleeve (802) and the first rigid pile (801) to prevent soil near the bottom of the rigid sleeve (802) from entering the interior of the rigid sleeve (802).

8. A seismic isolation road, comprising a surface layer disposed on an embankment (10), characterized in that, It also includes the seismic isolation roadbed structure as described in any one of claims 1 to 7.

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