Microseismic isolation foundation

Abstract

The application discloses a micro-vibration isolation foundation, which comprises a foundation pile arranged below a main structure foundation, a foundation filling layer between the main structure foundation and the ground, and a pipe trench distributed around the main structure foundation, wherein the pipe trench is formed by a side wall of the main structure foundation and a retaining wall, and the side wall of the main structure foundation is connected with the retaining wall through a damping energy dissipation rod. The application can reduce the influence of micro-vibration generated by high-speed driving of a car near a building, high-speed driving of a high-speed railway, operation of a large machine and the like on the building, and effectively weaken the micro-vibration transmitted from the ground to the building.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building engineering, and in particular to a micro-vibration isolation foundation. BACKGROUND

[0002] For buildings, the main structure foundation is directly contacted with the ground and directly receives the vibration from the ground. Current building design is rich in research on weakening the influence of earthquakes, but there is relatively little research on how to weaken the influence of micro-vibration caused by high-speed driving of cars, high-speed driving of high-speed railways, and operation of large machines. Currently, micro-vibration has hindered the development of high-precision scientific fields to some extent, and the influence of micro-vibration on buildings is increasingly valued. In the research, testing, and experiment of precision engineering technology, vibration interference is one of the key problems affecting the research results, and the vibration isolation effect of the foundation vibration isolation platform of the equipment is limited. Therefore, a new micro-vibration isolation foundation is needed to weaken the influence of micro-vibration on buildings. SUMMARY

[0003] The present application provides a micro-vibration isolation foundation, which changes the contact mode of the main structure foundation of the building and the ground to weaken the influence of micro-vibration in the surrounding environment of the building on the building.

[0004] The technical solution of the present application is as follows:

[0005] A micro-vibration isolation foundation, comprising a foundation pile arranged below the main structure foundation, a foundation filling layer between the main structure foundation and the ground, and a pipe trench distributed around the main structure foundation, wherein the pipe trench is composed of the side wall of the main structure foundation and a retaining wall, and the side wall of the main structure foundation and the retaining wall are connected by a damping energy dissipation rod.

[0006] In the present application, the main structure foundation of the building eliminates the influence of ground micro-vibration on the building by filling a foundation filling layer below the ground and arranging a pipe trench around the side. The damping energy dissipation rod is also arranged in the pipe trench, and the core component of the damping energy dissipation rod is a high-damping viscoelastic material with certain stiffness and viscous damping, which is supported on both side walls of the pipe trench, thereby preventing the retaining wall from overturning and absorbing vibration energy to improve the vibration isolation effect.

[0007] To further enhance the vibration isolation effect, a vibration isolation support connected with the main structure foundation is arranged at the top of the foundation pile to weaken the influence of ground vibration on the main structure through the vibration isolation support.

[0008] The upper section of the foundation pile is embedded in the foundation filling layer, and the rest is punched into the ground. The foundation filling layer comprises a graded sand layer from bottom to top, a C20 concrete cushion layer and a bulk material layer, which can be composed of gravel, sand and slag. According to the vibration isolation requirements, the thickness and filling material of each layer can be reasonably selected, and the foundation filling layer can be three or more layers. The foundation filling layer can or can not contact the lower part of the main structure foundation.

[0009] The retaining wall of the application is built on the foundation pile, and a filling layer is arranged between the lower part of the side wall of the main structure foundation and the retaining wall, which can further improve the vibration isolation effect.

[0010] The two ends of the damping energy dissipation rod are respectively hinged and fixed on the side wall of the main structure foundation or the retaining wall. The purpose of hinging is to release the relative displacement between the two side walls of the pipe trench.

[0011] The length direction of the damping energy dissipation rod is parallel to the horizontal plane.

[0012] The pipe trench is uniformly distributed with a plurality of damping energy dissipation rods.

[0013] As a preferred distribution mode, a plurality of rows of damping energy dissipation rods are distributed in the pipe trench along the vertical direction, and each row of damping energy dissipation rods is arranged in a straight line.

[0014] The retaining wall of the application is provided with a cantilever beam protruding from the wall surface and extending into the pipe trench, which can be used for erecting cables or other pipelines.

[0015] The application has the following advantages:

[0016] The damping energy dissipation rod in the pipe trench forms a vibration isolation trench around the building, which can effectively prevent the overturning of the retaining wall while achieving the vibration isolation effect. According to the calculation simulation, the probability of overturning of a certain retaining wall with the same building structure and thickness is 80% without any support in the pipe trench. Then, in the case of filling soft material in the pipe trench, the probability of overturning of the retaining wall can be reduced to 60%, and by using the damping energy dissipation rod of the application, the probability of overturning of the retaining wall can be reduced to 20%.

[0017] The support system composed of the damping energy consumption rod in the pipe trench can be equivalent to a special filling material, the equivalent density of which is equal to the mass of the rod divided by the volume of the pipe trench, the equivalent elastic modulus can be controlled by changing the stiffness of the damping energy consumption rod, the connection mode of the rod and the two sides of the pipe trench is hinged, the relative displacement between the two side walls of the pipe trench can be released, the rod can be regarded as a two-force rod, the two-force rod has no shear force, so the shear modulus is zero, the damping energy consumption rod support system can be equivalent to a filling material with various shapes and zero equivalent shear modulus, the connection mode of the rod and the two sides of the pipe trench is hinged, and the vibration isolation effect is improved.

[0018] The application uses the pipe trench and the foundation filling layer to isolate the contact between the building main body and the ground in all directions, changes the traditional contact mode between the building main body and the ground, and vibration isolation supports are arranged between the main body structure foundation and the foundation pile, so that micro-vibration transmitted from the surrounding environment of the ground to the building can be effectively weakened. BRIEF DESCRIPTION OF DRAWINGS

[0019] The application will be further described in detail below in combination with the drawings and specific embodiments.

[0020] Figure 1 It is a facade sectional view of the micro-vibration isolation foundation of the application;

[0021] Figure 2 It is a structural principle diagram of the pipe trench of the application;

[0022] Figure 3 It is a facade sectional view of a pipe trench adopted by the application, in which the damping energy consumption rods are arranged in a single row;

[0023] Figure 4 It is a facade sectional view of another pipe trench adopted by the application, in which the damping energy consumption rods are arranged in a plum-blossom pile type;

[0024] Figure 5 It is a change diagram of the amplitude attenuation coefficient obtained by simulating the vibration isolation effect of the damping energy consumption rods arranged in a single row;

[0025] Figure 6 And Figure 7 It is a change diagram of the amplitude attenuation coefficient obtained by simulating the vibration isolation effect of the damping energy consumption rods with different stiffnesses;

[0026] Figures 8 to 11 It is a change diagram of the amplitude attenuation coefficient obtained by simulating the vibration isolation effect of the damping energy consumption rods with different dampings;

[0027] Figure 12 And Figure 13 It is a change diagram of the amplitude attenuation coefficient obtained by comprehensively simulating the influence of the stiffness and damping of the damping energy consumption rods on the vibration isolation effect.

[0028] EXPLANATION OF REFERENCE NUMERALS:

[0029] 1. Main structural foundation; 2. Foundation filling layer; 21. First filling layer; 22. Second filling layer; 23. Third filling layer; 3. Vibration isolation bearing; 4. Pipe trench; 5. Foundation pile; 6. Damping energy dissipation member; 7. Retaining wall; 8. Cantilever beam. Detailed Implementation

[0030] The specific embodiments of the present invention will be described in further detail below with reference to the accompanying drawings. The following examples are for illustrative purposes only and are not intended to limit the scope of the invention.

[0031] In the description of this invention, it should be understood that the terms "upper," "lower," "top," "bottom," "surrounding," etc., indicating orientation or positional relationships are based on the orientation or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the invention. It should be understood that the terms "first," "second," etc., are used in this invention to describe various information, but this information should not be limited to these terms; these terms are only used to distinguish information of the same type from each other. For example, without departing from the scope of this invention, "first" information can also be referred to as "second" information, and similarly, "second" information can also be referred to as "first" information.

[0032] like Figures 1 to 4 The micro-vibration isolation foundation shown includes foundation piles 5 located below the main structure foundation 1, a foundation filling layer 2 between the main structure foundation 1 and the ground, and pipe trenches 4 distributed around the main structure foundation 1. The pipe trenches 4 are composed of the side walls of the main structure foundation 1 and retaining walls 6, and the side walls of the main structure foundation 1 and retaining walls 6 are connected by damping energy dissipation rods 6.

[0033] As a preferred embodiment:

[0034] The foundation pile 5 is equipped with a vibration isolation support 3 connected to the main structure foundation 1. The vibration isolation support 3 reduces the impact of ground vibration on the main structure.

[0035] The upper part of the foundation pile 5 is embedded in the foundation filling layer 2, and the rest is driven into the ground. The foundation filling layer 2 includes a first filling layer 21 formed by filling graded sand and gravel from bottom to top, a second filling layer 22 formed by filling C20 concrete as a cushion layer, and a third filling layer 23 formed by filling loose materials, wherein the loose materials can be crushed stone, sand and slag.

[0036] The thickness and filling material of each layer of the foundation filling layer 2 can be reasonably selected according to the vibration isolation requirements. It can be three or more layers. The foundation filling layer can be in contact with the foundation of the main structure or not.

[0037] The retaining wall 7 is also built on the foundation pile 5, and a filling layer is arranged between the bottom of the side wall of the main structure foundation 1 and the retaining wall 7, so that the vibration isolation effect is further improved. The retaining wall 7 is further provided with a cantilever beam 8 protruding from the wall surface and extending into the pipe trench 4, which can be used for erecting cables or other pipelines.

[0038] The two ends of the damping energy dissipation rod 6 are respectively hingedly fixed on the side wall of the main structure foundation 1 or the retaining wall 7. The length direction of the damping energy dissipation rod 6 is parallel to the horizontal plane.

[0039] The pipe trench 4 is uniformly distributed with a plurality of damping energy dissipation rods 6.

[0040] As a preferred distribution mode:

[0041] As shown in Figure 3 , the pipe trench 4 is vertically distributed with a plurality of rows of the damping energy dissipation rods 6, and each row of the damping energy dissipation rods 6 is arranged in a straight line.

[0042] Figure 4 Another damping energy dissipation rod distribution form is shown, which is arranged in a quincunx type.

[0043] The construction method of the micro-vibration isolation foundation of the present application is as follows:

[0044] 1. After the foundation pile 5 is completed, remove the soil on the upper section of the foundation pile 5 to a certain depth.

[0045] 2. Install the vibration isolation support 3 on the top of the foundation pile 5.

[0046] 3. The upper section of the foundation pile 5 after the soil is removed is sequentially filled with the first filling layer 21, the second filling layer 22 and the third filling layer 23 until the ground filling layer is level with the top of the vibration isolation support 3.

[0047] 4. The space required for the pipe trench 4 is reserved around the main structure foundation 1, and the main structure foundation 1 is started to be constructed.

[0048] 5. After the construction of the main structure foundation 1 is completed, the high-damping energy dissipation rod 6 is arranged between the main structure foundation 1 and the retaining wall 7.

[0049] 6. When the building is higher than the ground, waterproof measures are taken to prevent water from seeping into the ground filling layer 2.

[0050] The comparison of the vibration isolation effect of the pipe trench 4 with the damping energy dissipation rod 6 of the present application with the prior art is as follows:

[0051] Comparison of the vibration isolation effect of the damping energy dissipation rod support and the material filling in the pipe trench

[0052] Finite element analysis was performed using the ABAQUS software, employing the controlled variable method to simulate the vibration isolation effects of empty trenches, concrete-filled trenches, rubber-filled trenches, sand-filled trenches, and foam-filled trenches, respectively, and the amplitude attenuation coefficient A was obtained. RF The results are shown in Table 1.

[0053] Table 1

[0054] Empty trench Concrete Rubber Sand Foam Horizontal 0.40 0.97 0.58 1.00 1.03 Vertical 0.20 1.02 0.47 0.98 0.81

[0055] Finite element analysis is performed using the finite element software ABAQUS, such as Figure 3 With a single row of damped energy-dissipating members installed, the vibration isolation effect of the high-damped energy-dissipating members at different depths from the ground was simulated using the controlled variable method, and the amplitude attenuation coefficient A was obtained. RF The result is as follows Figure 5 As shown,

[0056] pass Figure 5 The following conclusions can be drawn:

[0057] ① When the arrangement depth of the damping energy dissipation rod is less than 3 meters, the vibration isolation effect of horizontal vibration becomes better and the vibration isolation effect of vertical vibration becomes worse as the depth increases.

[0058] ② When the depth of the damping energy dissipation rod arrangement is greater than 3 meters and less than 7 meters, the vibration isolation effect of horizontal vibration becomes worse and the vibration isolation effect of vertical vibration becomes better as the depth increases.

[0059] ③ When the depth of the damping energy dissipation rod arrangement is greater than 7 meters, the vibration isolation effect of both horizontal and vertical vibrations improves with the increase of depth, but the trend of change is not obvious.

[0060] ④ When the arrangement depth of the damping energy dissipation rods is 2 to 4 meters, the vibration isolation effect of horizontal vibration is better than that of an empty trench, while the effect of the rods at other depths is worse than that of an empty trench; when the arrangement depth of the rods is greater than 5 meters, the vibration isolation effect of vertical vibration is better than that of an empty trench, while the effect of the rods at other depths is worse than that of an empty trench.

[0061] According to the simulation results, if a single row of high-damping energy-dissipating members is used, the horizontal amplitude attenuation coefficient is below 0.55 and the vertical amplitude attenuation coefficient is below 0.30, indicating a good vibration isolation effect. However, according to Table 1, if concrete, sand, and foam are used, the horizontal amplitude attenuation coefficient is above 0.55 and the vertical amplitude attenuation coefficient is above 0.45, failing to achieve a good vibration isolation effect. Although the amplitude attenuation coefficient of rubber is smaller than the other three materials, it is still not as good as the vibration isolation effect achieved by using high-damping energy-dissipating members.

[0062] The Influence of Stiffness of Damping Energy Dissipation Members on Vibration Isolation Effect

[0063] The finite element analysis is performed by using the finite element software ABAQUS, the depth of the vibration isolation trench is 10 meters, the width is 0.5 meters, the stiffness of the damping energy consumption rod is 0-200kN / mm and 0-1000kN / mm, the damping is not considered temporarily, the control variable method is adopted, the vibration isolation effects of the damping energy consumption rod with different stiffness are simulated respectively, the amplitude attenuation coefficient A is obtained RF , and the results are shown in Figure 6 and Figure 7 .

[0064] According to Figure 6 and Figure 7 , the following conclusions can be drawn:

[0065] ①Increasing the stiffness of the damping energy consumption rod, the vertical and horizontal vibration isolation effects are both poor, and the change trend of the horizontal vibration isolation effect is not obvious.

[0066] ②When the stiffness of the damping energy consumption rod is 0-200kN / mm, increasing the stiffness, the vertical vibration isolation effect is obviously poor, and the influence of the stiffness on the vibration isolation effect is obvious.

[0067] ③When the stiffness of the high-damping energy consumption rod is 200-1000kN / mm, increasing the stiffness, the influence on the vertical vibration isolation effect is weak, and the vibration isolation effect is slightly poor but the trend is not obvious.

[0068] ④Whether vertical or horizontal, after increasing the stiffness of the high-damping energy consumption rod, the vibration isolation effect is worse than that of the empty trench.

[0069] Influence of the damping of the damping energy consumption rod on the vibration isolation effect

[0070] The finite element analysis is performed by using the finite element software ABAQUS, the depth of the vibration isolation trench is 10 meters, the width is 0.5 meters, the damping of the damping energy consumption rod is 0-0.2kN / (mm / s), 0-1kN / (mm / s), 0-5kN / (mm / s), 0-20kN / (mm / s), the stiffness is not considered temporarily, the control variable method is adopted, the vibration isolation effects of the high-damping energy consumption rod with different damping are simulated respectively, the amplitude attenuation coefficient is obtained, and the results are shown in Figures 8 to 11 .

[0071] According to Figures 8 to 11 , the following conclusions can be drawn:

[0072] ①For horizontal vibration, when the damping is 0-1kN / (mm / s), with the increase of the damping, the vibration isolation effect is better. When the damping is greater than 1kN / (mm / s), with the increase of the damping, the vibration isolation effect is poor, and the change trend of the vibration isolation effect becomes less obvious with the increase of the damping.

[0073] ②For horizontal vibration, when the damping is less than 15 kN / (mm / s), the isolation effect is better than that of the empty trench, and when the damping is greater than 15 kN / (mm / s), the isolation effect is worse than that of the empty trench.

[0074] ③For vertical vibration, when the damping is 0-0.12 kN / (mm / s), the isolation effect becomes better as the damping increases. When the damping is greater than 0.12 kN / (mm / s), the isolation effect becomes worse as the damping increases, and the change trend of the isolation effect becomes less obvious as the damping increases.

[0075] ④For vertical vibration, when the damping is less than 0.4 kN / (mm / s), the isolation effect is better than that of the empty trench, and when the damping is greater than 0.4 kN / (mm / s), the isolation effect is worse than that of the empty trench.

[0076] Influence of stiffness and damping of damping energy consumption rod on isolation effect

[0077] The finite element software ABAQUS is used for finite element analysis. The depth of the isolation trench is 10 meters, the width is 0.5 meters, the stiffness of the damping energy consumption rod is 0-200 kN / mm, the damping is 0-1 kN / (mm / s), and the stiffness is 0-1000 kN / mm, the damping is 0-5 kN / (mm / s). The isolation effect of the damping energy consumption rod with different stiffness / damping is simulated respectively, and the amplitude attenuation coefficient is obtained, and the results are shown in Figure 12 and Figure 13 .

[0078] The following conclusions can be drawn through Figure 12 and Figure 13 .

[0079] ①For horizontal vibration, when the stiffness and damping are less than 80 kN / mm and 0.4 kN / (mm / s) respectively, the isolation effect becomes slightly better as the stiffness and damping increase. When the stiffness and damping are greater than 80 kN / mm and 0.4 kN / (mm / s) respectively, the isolation effect becomes slightly worse as the stiffness and damping increase.

[0080] ②For horizontal vibration, the change of stiffness and damping has little effect on the isolation effect, and the amplitude attenuation coefficient is about 0.4, which is similar to that of the empty trench.

[0081] ③For vertical vibration, the isolation effect becomes significantly worse as the stiffness and damping increase, but the curve becomes more stable, and finally stabilizes at about 0.4.

[0082] ④For vertical vibration, the isolation effect after setting the damping energy consumption rod is worse than that of the empty trench.

[0083] The comparative analysis results are as follows: by changing the stiffness or damping of the damping energy consumption rod and the distribution position, the pipe ditch can realize different vibration isolation effects, and by selecting reasonable stiffness and damping, the vibration isolation effect can be better than that of the empty ditch and obviously better than that of various filled ditches. Meanwhile, the damping energy consumption rod arranged in the pipe ditch can reduce the overturning probability of the retaining wall.

[0084] The present application utilizes the pipe ditch and the foundation filling layer to isolate the contact between the building main body and the ground in all directions, and a vibration isolation support is arranged between the main body structure foundation and the foundation pile, so that the influence of ground micro-vibration on the building structure can be effectively weakened.

[0085] The above embodiments of the present application are not a limitation on the protection scope of the present application, and the implementation manners of the present application are not limited thereto. According to the above content of the present application, according to the ordinary technical knowledge and common methods in the art, other various forms of modifications, replacements or changes to the above structure of the present application without departing from the above basic technical idea of the present application should fall within the protection scope of the present application.

Claims

1. A microseismic isolation foundation comprising a foundation pile provided below a foundation of a main structure, characterized in that, The application further comprises a foundation filling layer between the main structure foundation and the ground, and a pipe trench distributed around the main structure foundation, the pipe trench is composed of the side wall of the main structure foundation and a retaining wall, and the side wall of the main structure foundation and the retaining wall are connected by a damping energy dissipation rod, the two ends of the damping energy dissipation rod are respectively hinged and fixed on the side wall or the retaining wall of the main structure foundation, and the length direction of the damping energy dissipation rod is parallel to the horizontal plane.

2. The microseismic isolation foundation according to claim 1, characterized in that, The top of the foundation pile is provided with a vibration isolation support connected with the main structure foundation.

3. The microseismic isolation foundation according to claim 2, characterized in that, The upper section of the foundation pile is embedded in the foundation filling layer, and the foundation filling layer comprises a graded sand layer, a C20 concrete cushion layer and a bulk material layer from bottom to top.

4. The microseismic isolation foundation according to claim 3, characterized in that, The retaining wall is built on the foundation pile, and a filling layer is arranged between the lower part of the side wall of the main structure foundation and the retaining wall.

5. The microseismic isolation foundation according to claim 4, characterized in that, The pipe trench is uniformly distributed with a plurality of damping energy dissipation rods.

6. The microseismic isolation foundation according to claim 5, characterized in that, The pipe trench is vertically distributed with a plurality of rows of damping energy dissipation rods, and each row of damping energy dissipation rods is arranged in a straight line.

7. The microseismic isolation foundation according to claim 1, wherein The retaining wall is provided with a cantilever beam protruding from the wall surface into the pipe trench.

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