CN109577381A - A kind of shock isolation method of underground structure and the underground structure of shock insulation - Google Patents
A kind of shock isolation method of underground structure and the underground structure of shock insulation Download PDFInfo
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- CN109577381A CN109577381A CN201811542719.2A CN201811542719A CN109577381A CN 109577381 A CN109577381 A CN 109577381A CN 201811542719 A CN201811542719 A CN 201811542719A CN 109577381 A CN109577381 A CN 109577381A
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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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- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
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Abstract
The invention discloses a kind of shock isolation method of underground structure and the underground structures of shock insulation, comprising the following steps: carries out excavation of foundation pit and basement process, two layers of geomembrane is laid on ground；Bed course is poured on two layers of geomembrane top, the bed course forms bottom plate, does water-proofing treatment to bottom plate, and casting concrete forms underground structure on bottom plate；Water-proofing treatment is done to the side wall and top plate of underground structure；Foundation pit backfill, backfills the biggish soil of rigidity outside underground structure side wall, the soil body shape of the part be it is low wide and up narrow, not fully fill up foundation pit, backfill plain soil simultaneously between the outside and foundation pit of the part backfill, be compacted together by design requirement；Two layers of geomembrane is laid on underground structure top board.
Description
Technical field
The present invention relates to Civil Structrual Isolation methods, especially relate to the shock isolation method and this method of a kind of underground structure
Obtained underground structure.
Background technique
The constraint of underground structure surrounding soil can limit the generation of its deformation, when an earthquake occurs, self-vibration characteristic table
It is existing not it is obvious that therefore the past its earthquake tend to it is ignored.With the extensive construction and people's confrontation of underground structure
The promotion of cognition is shaken, underground antidetonation is increasingly taken seriously.
At present the common isolation measure of superstructure seismic resistance field be between building superstructure and basis setting by
The Seismic Isolation of Isolation Layer of isolator or damper composition, to extend the natural vibration period of total system, increase damping, reduction input top
The geological process of structure.Underground structure is generally wrapped up by Rock And Soil, and locating mechanical environment is obviously different from superstructure, therefore on
It states shock insulation thinking and is not suitable for.In this regard, some underground structure earthquake isolation technologies are invented, such as Chinese patent
201510261556.0 disclose a kind of interlayer shear type underground structure earthquake isolation system and its construction method, have used a large amount of
Supporting pile provide non-yielding prop for isolation cushion, cost is high, performance difficulty；As Chinese patent 201510353874.X discloses ground
A large amount of anchor poles are arranged between surrounding soil and underground structure and make increased costs for the seismic reinforcing structure and method of flowering structure,
In earthquake, shock insulation wall cannot completely eliminate the vertical shear stress of structure, and isolating affection needs further demonstration.
Therefore, the shock isolation method for urgently inventing a kind of underground structure at present, the horizontal shearing stress generated when weakening earthquake,
Separate the transmitting of vertical shear stress, eliminates the displacement difference of structural plane or more, reduce the earthquake response of structure, guarantee the safety of structure
Property.
Summary of the invention
The present invention provides a kind of shock isolation methods of underground structure, at high cost in existing a variety of shock insulation inventions to solve,
Measure is complicated, is difficult to the defect applied in Practical Project.The shock isolation method of the underground structure can effectively reduce the soil body to structure
The shear stress of generation causes to destroy to reduce structure and deform.
To achieve the above object, the present invention adopts the following technical scheme:
A kind of shock isolation method of underground structure provided by the invention, comprising the following steps:
Step 1: carrying out excavation of foundation pit and basement process, two layers of geomembrane is laid on ground；
Step 2: pouring bed course on two layers of geomembrane top, the bed course forms bottom plate, does water-proofing treatment to bottom plate, so
Casting concrete forms underground structure main body on the bottom plate afterwards；The side wall and top plate of underground structure main body are done at waterproof
Reason；
Step 3: foundation pit backfill backfills the biggish backfilling material of rigidity, the part backfilling material outside underground structure side wall
Global shape is low wide and up narrow, and not fully fills up foundation pit；Then it is backfilled between foundation pit on the outside of the part backfilling material
Flexible backfilling material, and be compacted by design requirement；
Step 4: two layers of geomembrane is laid on the top plate of underground structure main body.
Further, one layer of grain can be also laid with when earthing is deeper and when groundwater level is higher between two layers of geomembrane
Diameter is the fine sand that 0.1mm left and right thickness is not more than 5cm, and by two layers of geomembrane welded closure.
A kind of underground structure of shock insulation, including underground structure main body are laid on the top plate of the underground structure main body
Two layers of geomembrane, is equipped with two layers of geomembrane between bottom plate and ground, it is larger to be backfilled with rigidity outside the side wall of underground structure main body
Material；Flexible backfilling material is backfilled between the biggish material of rigidity and foundation pit.
Further, the side wall, top plate and bottom plate of underground structure main body are equipped with waterproof layer.
Further, it when earthing is deeper and when groundwater level is higher, is also laid between two layers of geomembrane
Layer of fine sand, and two layers of geomembrane welded closure.
Further, the partial size of the fine sand is 0.1mm or so, and thickness is less than or equal to 5cm.
In the present invention, the shear stress F between two layers of geomembrane can be approximately considered F=μ N, and wherein μ is between two layers of geotextiles
Coefficient of friction, N is the vertical load acted on geomembrane；And when not setting geomembrane, be the soil body directly and underground structure
Top plate contact, and the friction coefficient μ in general between geomembrane is less than coefficient of friction between the soil body and structure, therefore can be with
Reduce the maximum shear stress that its soil generates structure.
In the present invention, the biggish soil body of lower part backfill rigidity, top backfill element soil, soil body cross section is in up-small and down-big ladder
Shape, bottom is using the biggish rigid backfilling material soil of elasticity modulus, to limit bottom displacement, top then use elasticity modulus compared with
Small flexible backfilling material, to weaken the ability of its resisting structure deformation.The change formed in this way by different backfilling materials is rigid
Degree system, control may cause the surrounding soil deformation of the deformation of structure, to reduce structure self-deformation, story drift
It is formed, achievees the purpose that shock insulation.
It is laid with two layers of geomembrane in underground structure top surface in the present invention, when level of ground water is higher, if earthing relatively (is greater than deeply
3m), it is the fine sand that 0.1mm left and right thickness is not more than 5cm that one layer of partial size can be laid between two layers of geomembrane, and sand is at this time
Saturation state, due to the cohesive force of sand, the super quiet interstitial hydraulic pressure that when earthquake generates can reduce its effective stress, so as to
The upper layer soil body shearing that flowering structure generates over the ground is effectively reduced.If liquefaction phenomenon occurs, it can almost separate shearing completely.
The shock isolation method and structure of underground structure proposed by the present invention, have the advantage that
A kind of shock isolation method of underground structure of the present invention can eliminate the horizontal shearing stress generated when earthquake, and partition is vertically cut
The transmitting of stress eliminates the displacement difference of structural plane or more, reduces the earthquake response of structure.Meanwhile a kind of underground structure of the present invention
Shock isolation method it is simple, it is at low cost.Compared with current underground structure shock isolation method, apparent isolating affection can be generated.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are not constituted an undue limitation on the present application for explaining the application.
Fig. 1 is the structural diagram of the present invention.
In figure: the ground 1-；2- basement rock；3-double-deck the geomembranes；4-bed courses；5- main structure；The top 6- Seismic Isolation of Isolation Layer；7- Radix Notoginseng
Dirt；8- element soil.
Specific embodiment
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless another
It indicates, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular
Also it is intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " packet
Include " when, indicate existing characteristics, step, operation, device, component and/or their combination；
As background technique is introduced, in the prior art the common isolation measure of current superstructure seismic resistance field be
The Seismic Isolation of Isolation Layer being made of isolator or damper is set between building superstructure and basis, to extend total system
Natural vibration period, the geological process for increasing damping, reducing input superstructure.Underground structure is generally wrapped up by Rock And Soil, locating power
It is obviously different from superstructure to learn environment, therefore above-mentioned shock insulation thinking and is not suitable for.In this regard, some underground structure earthquake isolation skills
Art is invented, as Chinese patent 201510261556.0 disclose a kind of interlayer shear type underground structure earthquake isolation system and its
Construction method has used a large amount of supporting pile to provide non-yielding prop for isolation cushion, and cost is high, performance difficulty；Such as Chinese patent
201510353874.X discloses the seismic reinforcing structure and method of underground structure, is arranged between surrounding soil and underground structure
A large amount of anchor poles make increased costs, and in earthquake, shock insulation wall cannot completely eliminate the vertical shear stress of structure, and isolating affection needs
Further demonstration, in order to solve technical problem as above, present applicant proposes a kind of shock isolation method of underground structure and shock insulations
Underground structure.
In a kind of typical embodiment of the application, as shown in Figure 1, a kind of shock isolation method of underground structure, including with
Lower step:
Step 1: carrying out excavation of foundation pit and basement process below ground 1, two layers of geomembrane (corresponding diagram is laid on ground
In the double-deck geomembrane 3)；
Step 2: bed course 4 is poured on two layers of geomembrane top, the bed course 4 forms bottom plate, does water-proofing treatment to bottom plate,
Casting concrete forms underground structure main body 5 on bottom plate；Water-proofing treatment is done to the side wall and top plate of underground structure main body 5；
Step 3: foundation pit backfill backfills the biggish material of rigidity outside underground structure side wall, and some materials are low wide and up narrow,
Foundation pit is not fully filled up, backfills flexible backfilling material between foundation pit on the outside of the part backfilling material, and press design requirement
Compacting；
Step 4: two layers of geomembrane is laid on underground structure top board；Further, when earthing is deeper and Groundwater
Position can also be laid with one layer of partial size between two layers of geomembrane when higher be fine sand of the 0.1mm left and right thickness no more than 5cm, and by two
Layer geomembrane welded closure.Top Seismic Isolation of Isolation Layer 6 in figure indicates geomembrane or burning into sand geomembrane.
In the present embodiment, the biggish soil of rigidity optional 37 lime earth, Cement-Screening etc., such as the Radix Notoginseng in figure
Dirt 7；
In the present embodiment, flexible backfilling material selects element soil 8.
Shear stress F in the present embodiment between two layers of geomembrane can be approximately considered F=μ N, wherein μ be two layers geotextiles it
Between coefficient of friction, N is the vertical load acted on geomembrane；And when not setting geomembrane, it is that the soil body is directly tied with underground
Structure top plate contact, and the friction coefficient μ in general between geomembrane is less than the coefficient of friction between the soil body and structure, therefore can
To reduce the maximum shear stress that its soil generates structure.
In step 3 in the present embodiment, backfill the biggish soil of rigidity, the cross section of backfill in up-small and down-big trapezoidal,
Response displacement method thinks that reaction of the underground structure in earthquake depends primarily on the deformation of surrounding soil, by the soil body in geological process
The deformation of lower generation is acted in structure in the form of static load ground spring, while considering structure periphery shearing and structure certainly
Body inertia force.
According to the calculation formula of " urban track traffic seismic design of structures specification " soil movement value are as follows:
Wherein, u is solum horizontal displacement；Z is to need to calculate the distance between structure and ground of horizontal displacement；H is base
The distance between rock and ground；u(max)It is the soil layer maximum horizontal displacement occurred in earth's surface.
First derivative is taken to z, with the shearing strain of change in depth are as follows:
If G is modulus of shearing, Calculation Shear formula is answered are as follows:
By (2) it is found that with z increase, shearing strain is smaller, also smaller by shearing known to (3).Used earth-filling method
Elasticity modulus is then exactly used at top to limit bottom displacement using the biggish rigid backfilling material of elasticity modulus in bottom
Lesser flexibility backfilling material, to weaken the ability of its resisting structure deformation.The change formed in this way by different backfilling materials
Rigidity system, control may cause the surrounding soil deformation of the deformation of structure, to reduce structure self-deformation, story drift
Formation, achieve the purpose that shock insulation.
Step 4 is laid with two layers of geomembrane in structure top surface, and action principle is identical as step 1, when level of ground water is higher,
If earthing is relatively deep (being greater than 3m), it is that 0.1mm left and right thickness is thin no more than 5cm that one layer of partial size can be laid between two layers of geomembrane
Sand, sand is in a saturated state at this time, and due to the cohesive force of sand, the super quiet interstitial hydraulic pressure that when earthquake generates can reduce it
Effective stress, so as to which the upper layer soil body shearing that flowering structure generates over the ground is effectively reduced.If liquefaction phenomenon occurs, almost may be used
With complete partition shearing.According to " seismic design provision in building code ", liquefied main harm be shake fall into, have trend using Loess deposits come
Evaluate the liquefied extent of injury.And for 4 layers of civil buildings, when Loess deposits are not more than 5cm, anti-liquefaction measure can not be taken.
Therefore effective isolating affection can be played using the double-layer sand inclusion geomembrane of thin layer, while thicker overburden layer has also been isolated one
As vibrated caused by load under operating condition, to ensure that the stabilization of superstructure.
In addition, the invention also discloses a kind of underground structure of shock insulation, including underground structure main body, it is tied in the underground
It is laid with two layers of geomembrane on the top plate of structure main body, two layers of geomembrane, the side of underground structure main body are equipped between bottom plate and ground
The biggish material of rigidity is backfilled with outside wall；Flexible material is backfilled between the biggish material of rigidity and foundation pit.Underground structure master
Side wall, top plate and the bottom plate of body do water-proofing treatment.
Shear stress F between two layers of geomembrane can be approximately considered F=μ N, and wherein μ is the friction system between two layers of geotextiles
Number, N is the vertical load acted on geomembrane；And when not setting geomembrane, it is that the soil body is directly contacted with underground structure top board,
And the friction coefficient μ in general between geomembrane is less than the coefficient of friction between the soil body and structure, therefore can reduce its soil
The maximum shear stress that structure is generated.
Further, one layer of grain can be also laid with when earthing is deeper and when groundwater level is higher between two layers of geomembrane
Diameter is the fine sand that 0.1mm left and right thickness is not more than 5cm, and by two layers of geomembrane welded closure, sand is in a saturated state at this time,
Due to the cohesive force of sand, the super quiet interstitial hydraulic pressure that when earthquake generates can reduce its effective stress, so as to effectively drop
The low upper layer soil body shearing that flowering structure generates over the ground.If liquefaction phenomenon occurs, it can almost separate shearing completely.
According to " seismic design provision in building code ", liquefied main harm is that shake is fallen into, and has trend using Loess deposits to evaluate liquid
The extent of injury of change.And for 4 layers of civil buildings, when Loess deposits are not more than 5cm, anti-liquefaction measure can not be taken.Therefore it adopts
Effective isolating affection can be played with the double-layer sand inclusion geomembrane of thin layer, while general operating condition has also been isolated in thicker overburden layer
It is vibrated caused by lower load, to ensure that the stabilization of superstructure.
The foregoing is merely preferred embodiment of the present application, are not intended to limit this application, for the skill of this field
For art personnel, various changes and changes are possible in this application.Within the spirit and principles of this application, made any to repair
Change, equivalent replacement, improvement etc., should be included within the scope of protection of this application.
Claims (8)
1. a kind of shock isolation method of underground structure, which comprises the following steps:
Step 1: carrying out excavation of foundation pit and basement process, two layers of geomembrane is laid on ground；
Step 2: pouring bed course on two layers of geomembrane top, the bed course forms bottom plate, does water-proofing treatment to bottom plate, then exist
Casting concrete forms underground structure main body on the bottom plate；Water-proofing treatment is done to the side wall and top plate of underground structure main body；
Step 3: foundation pit backfill backfills the biggish backfilling material of rigidity outside underground structure side wall, and the part backfilling material is whole
Shape is low wide and up narrow, and not fully fills up foundation pit；Then it is backfilled between foundation pit on the outside of the part backfilling material flexible
Backfilling material, and be compacted by design requirement；
Step 4: two layers of geomembrane is laid on the top plate of underground structure main body.
2. a kind of shock isolation method of underground structure as described in claim 1, which is characterized in that when earthing is deeper and underground water
Layer of fine sand can be also laid with when water level is higher between two layers of geomembrane, and by two layers of geomembrane welded closure.
3. a kind of shock isolation method of underground structure as claimed in claim 2, which is characterized in that the partial size of the fine sand is
0.1mm or so, thickness are less than or equal to 5cm.
4. a kind of shock isolation method of underground structure as described in claim 1, which is characterized in that the biggish material of the rigidity
For 37 lime earth or Cement-Screening.
5. a kind of underground structure of shock insulation, which is characterized in that including underground structure main body, on the top of the underground structure main body
It is laid with two layers of geomembrane on plate, two layers of geomembrane is equipped between bottom plate and ground, is backfilled with outside the side wall of underground structure main body
The biggish material of rigidity；Flexible backfilling material is backfilled between the biggish material of rigidity and foundation pit.
6. the underground structure of shock insulation as claimed in claim 5, which is characterized in that side wall, top plate and the bottom of underground structure main body
Plate is equipped with waterproof layer.
7. the underground structure of shock insulation as claimed in claim 5, which is characterized in that when earthing is deeper and groundwater level is higher
When, layer of fine sand, and two layers of geomembrane welded closure are also laid between two layers of geomembrane.
8. the underground structure of shock insulation as claimed in claim 7, which is characterized in that the partial size of the fine sand is 0.1mm or so, thick
Degree is less than or equal to 5cm.
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| CN201811542719.2A CN109577381B (en) | 2018-12-17 | 2018-12-17 | Seismic isolation method for underground structure and seismic isolated underground structure |
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| CN201811542719.2A CN109577381B (en) | 2018-12-17 | 2018-12-17 | Seismic isolation method for underground structure and seismic isolated underground structure |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1181341A (en) * | 1997-09-09 | 1999-03-26 | Dynamic Design:Kk | Earthquake resistant 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 |
| CN106869171A (en) * | 2017-03-31 | 2017-06-20 | 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 | A kind of 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 |
-
2018
- 2018-12-17 CN CN201811542719.2A patent/CN109577381B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1181341A (en) * | 1997-09-09 | 1999-03-26 | Dynamic Design:Kk | Earthquake resistant 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 |
| CN106869171A (en) * | 2017-03-31 | 2017-06-20 | 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 | A kind of 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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| CN109577381B (en) | 2020-07-28 |
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