CN109577381B - Seismic isolation method for underground structure and seismic isolated underground structure - Google Patents
Seismic isolation method for underground structure and seismic isolated underground structure Download PDFInfo
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- CN109577381B CN109577381B CN201811542719.2A CN201811542719A CN109577381B CN 109577381 B CN109577381 B CN 109577381B CN 201811542719 A CN201811542719 A CN 201811542719A CN 109577381 B CN109577381 B CN 109577381B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
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Abstract
The invention discloses a seismic isolation method of an underground structure and a seismic isolated underground structure, which comprises the following steps: carrying out foundation pit excavation and foundation treatment, and paving two layers of geomembranes on the foundation; pouring a cushion layer on the upper parts of the two layers of geomembranes, wherein the cushion layer forms a bottom plate, the bottom plate is subjected to waterproof treatment, and concrete is poured on the bottom plate to form an underground structure; performing waterproof treatment on the side wall and the top plate of the underground structure; backfilling a foundation pit, backfilling soil with higher rigidity outside the side wall of the underground structure, wherein the shape of the soil body of the part is wide at the bottom and narrow at the top, the foundation pit is not completely filled, and backfilling plain soil between the outer side of the backfilled soil of the part and the foundation pit, and compacting the backfilled soil and the foundation pit according to design requirements; two layers of geomembranes are laid on the top plate of the underground structure.
Description
Technical Field
The invention relates to a shock insulation method for an engineering structure, in particular to a shock insulation method for an underground structure and the underground structure obtained by the method.
Background
The deformation of the underground structure can be limited by the constraint of the soil body around the underground structure, and when an earthquake occurs, the natural vibration characteristic of the underground structure is not obvious, so that the earthquake damage is easy to ignore in the past. With the extensive construction of underground structures and the improvement of people's knowledge of earthquake resistance, underground earthquake resistance is more and more emphasized.
The common shock insulation measure in the field of ground structure seismic resistance at present is to arrange a shock insulation layer consisting of shock insulators or dampers between a building superstructure and a foundation so as to prolong the natural vibration period of the whole structure system, increase the damping and reduce the seismic action input into the superstructure. The underground structure is generally wrapped by rock-soil bodies, and the mechanical environment of the underground structure is obviously different from that of the ground structure, so that the seismic isolation idea is not applicable. In contrast, some underground structure vibration isolation and absorption technologies are invented, for example, chinese patent 201510261556.0 discloses an interlayer shear type underground structure vibration isolation and absorption system and a construction method thereof, a large number of supporting piles are used to provide rigid support for vibration isolation pads, the manufacturing cost is high, and the implementation is difficult; for example, chinese patent 201510353874.X discloses an earthquake-resistant reinforcing structure and method for an underground structure, a large number of anchor rods are arranged between a surrounding soil body and the underground structure, so that the cost is increased, the vertical shear stress of the structure cannot be completely eliminated by a seismic isolation wall during an earthquake, and the seismic isolation effect needs to be further demonstrated.
Therefore, the invention is needed to provide a seismic isolation method for an underground structure, so as to weaken horizontal shear stress generated during an earthquake, isolate the transmission of vertical shear stress, eliminate the difference of vertical displacement of a structural plane, reduce the seismic response of the structure and ensure the safety of the structure.
Disclosure of Invention
The invention provides a seismic isolation method for an underground structure, which aims to overcome the defects of high cost, complex measures and difficult application in practical engineering in the existing multiple seismic isolation methods. The seismic isolation method for the underground structure can effectively reduce shear stress generated by soil bodies on the structure, thereby reducing damage caused by deformation of the structure.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention provides a seismic isolation method for an underground structure, which comprises the following steps:
step 1: carrying out foundation pit excavation and foundation treatment, and paving two layers of geomembranes on the foundation;
step 2: pouring cushion layers on the upper parts of the two layers of geomembranes, wherein the cushion layers form a bottom plate, performing waterproof treatment on the bottom plate, and then pouring concrete on the bottom plate to form an underground structure main body; performing waterproof treatment on the side wall and the top plate of the underground structure main body;
and step 3: backfilling a foundation pit, namely backfilling a backfill material with higher rigidity outside the side wall of the underground structure, wherein the whole shape of the backfill material is wide at the bottom and narrow at the top, and the foundation pit is not completely filled with the backfill material; then, backfilling a flexible backfill material between the outer side of the part of backfill material and the foundation pit, and compacting according to design requirements;
and 4, step 4: and laying two layers of geomembranes on the top plate of the underground structure main body.
Furthermore, when the covering soil is deep and the water level of underground water is high, a layer of fine sand with the grain diameter of 0.1mm or so and the thickness of not more than 5cm can be paved between the two layers of geomembranes, and the two layers of geomembranes are welded and sealed.
A shock-insulation underground structure comprises an underground structure main body, wherein two layers of geomembranes are laid on a top plate of the underground structure main body, two layers of geomembranes are laid between a bottom plate and a foundation, and materials with higher rigidity are backfilled outside side walls of the underground structure main body; and flexible backfill materials are backfilled between the materials with higher rigidity and the foundation pit.
Furthermore, waterproof layers are arranged on the side wall, the top plate and the bottom plate of the underground structure main body.
Further, when the covering soil is deep and the water level of underground water is high, a layer of fine sand is paved between the two layers of geomembranes, and the two layers of geomembranes are welded and sealed.
Furthermore, the grain diameter of the fine sand is about 0.1mm, and the thickness of the fine sand is less than or equal to 5 cm.
In the invention, the shear stress F between two geomembranes can be approximately regarded as F ═ mu N, wherein mu is the friction coefficient between two layers of geotextiles, and N is the vertical load acting on the geomembrane; when the geomembrane is not arranged, the soil body is directly contacted with the top plate of the underground structure, and generally the friction coefficient mu between the geomembranes is smaller than that between the soil body and the structure, so the maximum shear stress generated by the soil to the structure can be reduced.
In the invention, the lower part is backfilled with a soil body with larger rigidity, the upper part is backfilled with plain soil, the cross section of the soil body is in a trapezoid shape with a small upper part and a large lower part, the bottom adopts rigid backfill material soil with larger elastic modulus to limit the displacement of the bottom, and the top adopts flexible backfill material with smaller elastic modulus to weaken the capability of resisting structural deformation. Therefore, the deformation of the surrounding soil body which possibly causes the deformation of the structure is controlled through a variable stiffness system formed by different backfill materials, so that the deformation of the structure and the formation of an interlayer displacement angle are reduced, and the aim of shock insulation is fulfilled.
According to the invention, two layers of geomembranes are paved on the top surface of the underground structure, when the underground water level is higher, if the covering soil is deeper (more than 3m), a layer of fine sand with the particle size of about 0.1mm and the thickness of not more than 5cm can be paved between the two layers of geomembranes, at the moment, sandy soil is in a saturated state, and due to the cohesive force of the sandy soil, the effective stress of the super-static gap water pressure generated in the earthquake can be reduced, so that the shearing force of an upper soil body on the underground structure can be effectively reduced. If the liquefaction occurs, the shear force can be almost completely cut off.
The seismic isolation method and the seismic isolation structure of the underground structure have the following advantages that:
the seismic isolation method for the underground structure can eliminate horizontal shear stress generated during earthquake, isolate the transmission of vertical shear stress, eliminate the up-and-down displacement difference of the structural surface and reduce the seismic reaction of the structure. Meanwhile, the seismic isolation method for the underground structure is simple and low in cost. Compared with the prior underground structure shock insulation method, the method can produce obvious shock insulation effect.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a schematic structural diagram of the present invention.
In the figure: 1-ground; 2-bedrock; 3-double-layer geomembrane; 4-cushion layer; 5-main body structure; 6-upper shock insulation layer; 7-pseudo-ginseng grey soil; 8-plain soil.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
as introduced in the background art, a common seismic isolation measure in the prior art in the field of above-ground structure seismic isolation is to arrange a seismic isolation layer composed of a seismic isolator or a damper between a building superstructure and a foundation to prolong the natural vibration period of the whole structural system, increase the damping, and reduce the seismic action input into the superstructure. The underground structure is generally wrapped by rock-soil bodies, and the mechanical environment of the underground structure is obviously different from that of the ground structure, so that the seismic isolation idea is not applicable. In contrast, some underground structure vibration isolation and absorption technologies are invented, for example, chinese patent 201510261556.0 discloses an interlayer shear type underground structure vibration isolation and absorption system and a construction method thereof, a large number of supporting piles are used to provide rigid support for vibration isolation pads, the manufacturing cost is high, and the implementation is difficult; for example, chinese patent 201510353874.X discloses an earthquake-proof reinforcing structure and method for an underground structure, a large number of anchor rods are arranged between a surrounding soil body and the underground structure, so that the cost is increased, a seismic isolation wall cannot completely eliminate the vertical shear stress of the structure during an earthquake, the seismic isolation effect needs to be further demonstrated, and in order to solve the above technical problems, the application provides a seismic isolation method for an underground structure and a seismic isolation underground structure.
In an exemplary embodiment of the present application, as shown in fig. 1, a seismic isolation method for an underground structure includes the steps of:
step 1: carrying out foundation pit excavation and foundation treatment below the ground 1, and paving two layers of geomembranes (corresponding to the double-layer geomembranes 3 in the figure) on the foundation;
step 2: pouring a cushion layer 4 on the upper parts of the two layers of geomembranes, wherein the cushion layer 4 forms a bottom plate, performing waterproof treatment on the bottom plate, and pouring concrete on the bottom plate to form an underground structure main body 5; performing waterproof treatment on the side wall and the top plate of the underground structure main body 5;
and step 3: backfilling a foundation pit, backfilling a material with high rigidity outside the side wall of the underground structure, wherein the lower part of the material is wide and the upper part of the material is narrow, the foundation pit is not completely filled with the material, backfilling a flexible backfilling material between the outer side of the backfilling material and the foundation pit, and compacting according to the design requirement;
and 4, step 4: laying two layers of geomembranes on a top plate of an underground structure; furthermore, when the covering soil is deep and the water level of underground water is high, a layer of fine sand with the grain diameter of 0.1mm or so and the thickness of not more than 5cm can be paved between the two layers of geomembranes, and the two layers of geomembranes are welded and sealed. The upper seismic isolation layer 6 in the figure represents a geomembrane or an sand-impregnated geomembrane.
In this embodiment, the soil with higher rigidity may be selected from ash soil of panax notoginseng, cement stone chips, etc., such as the ash soil of panax notoginseng 7 in the figure;
in this embodiment, the flexible backfill material is selected from plain soil 8.
In this embodiment, the shear stress F between the two geomembranes can be approximately regarded as F ═ μ N, where μ is the friction coefficient between the two geotextiles, and N is the vertical load acting on the geomembrane; when the geomembrane is not arranged, the soil body is directly contacted with the top plate of the underground structure, and generally the friction coefficient mu between the geomembranes is smaller than that between the soil body and the structure, so the maximum shear stress generated by the soil to the structure can be reduced.
In step 3 in this embodiment, the soil with higher backfill stiffness is backfilled, the cross section of the backfilled soil is in a trapezoid shape with a small top and a large bottom, the reaction of the underground structure during the earthquake is considered by the reactive displacement method to mainly depend on the deformation of the surrounding soil, the deformation of the soil generated under the earthquake is acted on the structure in the form of static load through the foundation spring, and meanwhile, the shearing force around the structure and the self-inertia force of the structure are considered.
The calculation formula of the soil displacement value according to the urban rail transit structure earthquake-resistant design specification is as follows:
wherein u is the horizontal displacement of the soil layer; z is the distance between the structure and the ground for which the horizontal displacement needs to be calculated; h is the distance between the bedrock and the ground; u. of(max)Is the maximum horizontal displacement of the earth that occurs at the surface.
The first derivative is taken for z, and the shear strain as a function of depth is:
if G is the shear modulus, the shear stress calculation formula should be:
from (2), the shear strain decreases as z increases, and from (3), the shear force also decreases. The adopted backfilling method is to adopt a rigid backfilling material with a larger elastic modulus at the bottom to limit the displacement of the bottom, and adopt a flexible backfilling material with a smaller elastic modulus at the top to weaken the capability of resisting the structural deformation. Therefore, the deformation of the surrounding soil body which possibly causes the deformation of the structure is controlled through a variable stiffness system formed by different backfill materials, so that the deformation of the structure and the formation of an interlayer displacement angle are reduced, and the aim of shock insulation is fulfilled.
And 4, laying two layers of geomembranes on the top surface of the structure, wherein the action principle is the same as that in the step 1, when the underground water level is higher, if the soil covering is deeper (more than 3m), a layer of fine sand with the grain diameter of about 0.1mm and the thickness of not more than 5cm can be laid between the two layers of geomembranes, and the sandy soil is in a saturated state at the moment, and due to the cohesive force of the sandy soil, the effective stress of the sandy soil can be reduced by the hyperstatic interstitial water pressure generated in the earthquake, so that the shearing force of an upper soil body on the underground structure can be. If the liquefaction occurs, the shear force can be almost completely cut off. According to the building earthquake resistance design specification, the main hazard of liquefaction is earthquake subsidence, and the degree of the hazard of liquefaction is evaluated by adopting the earthquake subsidence amount in a trend. And for 4-storey civil buildings, when the seismic subsidence is not more than 5cm, no anti-liquefaction measures can be taken. Therefore, the thin-layer double-layer sand-inclusion geomembrane can play an effective shock insulation effect, and the thicker covering soil layer also isolates the vibration caused by the load under the common working condition, so that the stability of the upper layer structure is ensured.
In addition, the invention also discloses a shock insulation underground structure, which comprises an underground structure main body, wherein two layers of geomembranes are laid on the top plate of the underground structure main body, two layers of geomembranes are laid between the bottom plate and the foundation, and materials with higher rigidity are filled outside the side walls of the underground structure main body; and flexible materials are backfilled between the materials with higher rigidity and the foundation pit. And the side wall, the top plate and the bottom plate of the underground structure main body are all subjected to waterproof treatment.
The shear stress F between two geomembranes can be approximately considered as F ═ μ N, where μ is the coefficient of friction between two layers of geotextile, and N is the vertical load acting on the geomembrane; when the geomembrane is not arranged, the soil body is directly contacted with the top plate of the underground structure, and generally the friction coefficient mu between the geomembranes is smaller than that between the soil body and the structure, so the maximum shear stress generated by the soil to the structure can be reduced.
Furthermore, when the covering soil is deep and the groundwater level is high, a layer of fine sand with the particle size of 0.1mm or so and the thickness of not more than 5cm can be paved between the two layers of geomembranes, the two layers of geomembranes are welded and sealed, the sandy soil is in a saturated state, and due to the cohesion of the sandy soil, the hyperstatic void water pressure generated during earthquake can reduce the effective stress of the hyperstatic void water pressure, so that the shearing force of the upper soil body on the underground structure can be effectively reduced. If the liquefaction occurs, the shear force can be almost completely cut off.
According to the building earthquake resistance design specification, the main hazard of liquefaction is earthquake subsidence, and the degree of the hazard of liquefaction is evaluated by adopting the earthquake subsidence amount in a trend. And for 4-storey civil buildings, when the seismic subsidence is not more than 5cm, no anti-liquefaction measures can be taken. Therefore, the thin-layer double-layer sand-inclusion geomembrane can play an effective shock insulation effect, and the thicker covering soil layer also isolates the vibration caused by the load under the common working condition, so that the stability of the upper layer structure is ensured.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (8)
1. A seismic isolation method for an underground structure, comprising the steps of:
step 1: carrying out foundation pit excavation and foundation treatment, and paving two layers of geomembranes on the foundation;
step 2: pouring cushion layers on the upper parts of the two layers of geomembranes, wherein the cushion layers form a bottom plate, performing waterproof treatment on the bottom plate, and then pouring concrete on the bottom plate to form an underground structure main body; performing waterproof treatment on the side wall and the top plate of the underground structure main body;
and step 3: backfilling a foundation pit, namely backfilling a backfill material with higher rigidity outside the side wall of the underground structure, wherein the whole shape of the backfill material is wide at the bottom and narrow at the top, and the foundation pit is not completely filled with the backfill material; then, backfilling a flexible backfill material between the outer side of the part of backfill material and the foundation pit, and compacting according to design requirements;
and 4, step 4: and laying two layers of geomembranes on the top plate of the underground structure main body.
2. A method of isolating a subterranean structure according to claim 1, wherein a layer of fine sand is further laid between the two geomembranes and the two geomembranes are welded and sealed when the earth covering is deep and the groundwater level is high.
3. A method of isolating an underground structure as claimed in claim 2 in which the fine sand has a particle size of 0.1mm and a thickness of 5cm or less.
4. A method of isolating an underground structure as claimed in claim 1 wherein the relatively rigid backfill material is selected from the group consisting of san-chi soil and cement ballast.
5. A seismic isolation underground structure, which adopts the seismic isolation method as in claim 1 and is characterized by comprising an underground structure main body, wherein two layers of geomembranes are laid on a top plate of the underground structure main body, two layers of geomembranes are laid between a bottom plate and a foundation, and materials with higher rigidity are filled outside side walls of the underground structure main body; and flexible backfill materials are backfilled between the materials with higher rigidity and the foundation pit.
6. A vibration-isolated underground structure as claimed in claim 5, wherein the side walls, the top plate and the bottom plate of the underground structure body are provided with a waterproof layer.
7. A vibration-isolated underground structure as claimed in claim 5, wherein when the soil is covered deeply and the ground water level is high, a layer of fine sand is further laid between said two geomembranes, and the two geomembranes are welded and sealed.
8. A vibration-isolated underground structure as claimed in claim 7, wherein said fine sand has a particle size of 0.1mm and a thickness of 5cm or less.
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| JP3189885B2 (en) * | 1997-09-09 | 2001-07-16 | 株式会社ダイナミックデザイン | Seismic pile structure and seismic pile construction method |
| CN2466268Y (en) * | 2001-02-01 | 2001-12-19 | 税浩旭 | Direct sliding friction slip supporter |
| CN101413294A (en) * | 2008-10-10 | 2009-04-22 | 扬州大学 | Construction method of damage-reduction shear-slip basic damping structure |
| CN106869171B (en) * | 2017-03-31 | 2019-07-19 | 西安交通大学 | Pipe gallery sand cushion isolating damping device and its method of construction |
| CN108755783A (en) * | 2018-07-27 | 2018-11-06 | 青岛理工大学 | Density gradient earthquake-resistant building structure |
| CN108951703A (en) * | 2018-08-17 | 2018-12-07 | 金陵科技学院 | Assembled underground pipe gallery and its construction method |
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