CN113073681B - Long and narrow underground structure adaptive to strong earthquake action and construction method thereof - Google Patents
Long and narrow underground structure adaptive to strong earthquake action and construction method thereof Download PDFInfo
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- CN113073681B CN113073681B CN202110354006.9A CN202110354006A CN113073681B CN 113073681 B CN113073681 B CN 113073681B CN 202110354006 A CN202110354006 A CN 202110354006A CN 113073681 B CN113073681 B CN 113073681B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
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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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Abstract
The invention discloses a long and narrow underground structure adapting to strong earthquake action and a construction method thereof.A matrix energy consumption layer is arranged between a side wall of the underground structure and an enclosure structure; the matrix energy consumption layer comprises a plurality of steel springs; the steel springs are arranged in an array mode, and cement soil is filled among the steel springs. During construction, firstly constructing a building envelope, and arranging a spring embedded part on the building envelope; secondly, when the side wall is constructed, arranging a corresponding spring embedded part on the soil facing side of the side wall; after the side walls reach the designed strength, mounting the steel springs one by one; thirdly, filling cement soil between the side wall and the enclosure structure to the top surface of the top plate of the underground structure; and finally, covering soil on the top plate and backfilling to the designed ground elevation. The application of the invention can obviously improve the adaptability of the long and narrow underground structure under the action of strong earthquake, and has the characteristics of convenient construction and economic cost.
Description
Technical Field
The invention relates to the technical field of underground structure seismic resistance, in particular to a long and narrow underground structure suitable for strong earthquake action and a construction method thereof.
Background
For a long time, people generally consider that long and narrow underground structures such as subway stations, urban underground road tunnels, underground comprehensive pipe galleries and the like which are completely embedded in soil layers are less damaged by earthquake action due to the constraint action of foundation soil and the simple and regular structure system. However, the existing earthquake damage shows that: such structures are not safe in the event of a strong earthquake disaster. For example, the earthquake of Osakas in Japan in 1995 causes the most serious damage to subways, underground businesses and tunnels in Shenhu city.
In the prior art, a certain exploration is carried out for solving the earthquake-resistant problem of the underground structure, and mainly three types are focused, wherein the first type is to adopt earthquake-resistant construction measures for components such as a block wall, a decorative wall keel bracket, an equipment bracket and the like in the underground structure, so that when the earthquake action is encountered, the damage to the corresponding components can be reduced as much as possible, and the difficulty of later-stage repair is reduced. However, this does not solve the problem of seismic resistance of the main structure, and the above-mentioned internal components must also be totally destroyed in case of severe damage to the main structure when exposed to strong seismic action. The second is to wrap a thick shock insulation layer consisting of foam resin and other buffer damping media at the periphery of the underground structure, but the corresponding construction cost is very high, the materials are easy to creep and compress under the action of long-term continuous load, and the compression deformation of the shock insulation layer below the structural bottom plate and above the top plate can cause station differential settlement damage, ground road cracking damage and the like, so the popularization and the application are difficult. And the third method is based on the idea of steel-gram steel, and measures such as enlarging the section of a component, arranging ribs, increasing redundant constraint, adding an anti-seismic anchor rod and the like are taken for the underground structure to perform anti-seismic reinforcement. But this approach not only significantly increases the engineering investment, but engineering practices indicate that increasing structural stiffness without regard to sufficient energy dissipating components is more likely to break.
Therefore, how to develop a construction method which can obviously improve the adaptability of the long and narrow underground structure under the action of strong earthquake and has the characteristics of convenient construction and economic cost is a difficult problem to be solved urgently in the industry at present.
Disclosure of Invention
In view of the above defects of the prior art, the invention provides a long and narrow underground structure adapted to strong earthquake action and a construction method thereof, which can obviously improve the adaptability of the long and narrow underground structure under the strong earthquake action and have the characteristics of convenient construction and economic cost.
In order to achieve the purpose, the invention discloses a long and narrow underground structure adaptive to strong earthquake action, wherein a matrix energy consumption layer is arranged between a side wall of the underground structure and a building enclosure.
Wherein the matrix energy consumption layer comprises a plurality of steel springs;
the steel springs are arranged in an array mode, and cement soil is filled among the steel springs.
Preferably, spring embedded parts are arranged on the side wall and the enclosure structure corresponding to each steel spring;
each spring embedded part is used for fixing the corresponding steel spring.
Preferably, the embedding depth of each spring embedded part is 100mm;
the distance between every two adjacent spring embedded parts in the horizontal direction or the vertical direction is 700mm;
the reserved space of the matrix energy consumption layer between the enclosing structure and the side wall is 800mm.
Preferably, the enclosure structure is a soil retaining structure which is constructed in advance and meets the requirement of foundation pit excavation, and is an underground continuous wall, a cast-in-situ bored pile or a drilled secant pile.
The invention also provides a construction method of the long and narrow underground structure adapting to the strong earthquake action, which comprises the following steps:
step 4, filling cement soil between the side wall and the enclosure structure to the top surface of the top plate of the underground structure;
and 5, covering soil on the top plate and backfilling to a designed ground elevation.
Preferably, in the step 1, the spring embedded part on the side of the enclosure is arranged on a reinforcement cage of the enclosure.
Preferably, in the step 3, each of the steel springs is pre-compressed and fixed below 750mm in length when being supplied to the field at the factory.
Preferably, in the step 4, the soil cement is formed by mixing spoil excavated on site with cement paste.
More preferably, the mixing amount of the cement paste is 7%.
The invention has the beneficial effects that:
1. the invention ensures the effective transmission of external load under the normal use working condition, maintains the conventional stress mode of the enclosure structure and the underground structure side wall as the composite wall for bearing, and does not need to adjust the scheme or add additional technical measures in the original main body structure design.
2. Under the working condition of strong earthquake action, the matrix energy consumption layer is arranged, so that the capability of digesting earthquake energy is obviously improved, and the excessive shearing deformation or node damage of the main body structure is effectively avoided.
3. In the engineering materials selected by the invention, the steel spring and the corresponding embedded part can be directly purchased in factories, and the cement soil can be obtained by mixing the spoil excavated on site and the cement paste, so that the construction cost is low, the taking and the use are simple, meanwhile, the construction is convenient and rapid on site, and the production efficiency is high.
4. The matrix energy consumption layer can be automatically recovered to be normally used after being subjected to strong shock, repeated renovation is not needed, and the matrix energy consumption layer is green and environment-friendly and has important benefits for saving social resources reconstructed after disasters.
5. The application of the invention makes up the deficiency of adopting anti-seismic technical measures in the long and narrow underground structure under the strong earthquake condition in the current industry, effectively expands the construction means of underground engineering in high earthquake intensity areas, promotes the technical progress of the industry and has good economic and social benefits.
The conception, specific structure and technical effects of the present invention will be further described in conjunction with the accompanying drawings to fully understand the purpose, characteristics and effects of the present invention.
Drawings
Fig. 1 shows a schematic structural diagram of an embodiment of the present invention.
Fig. 2 is a schematic view showing a partially enlarged structure at a in fig. 1 according to the present invention.
Detailed Description
Examples
As shown in figures 1 and 2, a matrix energy consumption layer 9 is arranged between the side wall 3 of the underground structure and the enclosure structure 1.
Wherein the matrix energy consumption layer 9 comprises a plurality of steel springs 12;
the steel springs 12 are arranged in an array mode, and cement soil 11 is filled among the steel springs 12.
In some embodiments, spring embedded parts 13 are arranged on the side wall 3 and the enclosure structure 1 corresponding to each steel spring 12;
each spring embedment 13 is used to secure a respective steel spring 12.
In some embodiments, the embedding depth of each spring embedded part 13 is 100mm;
the distance between every two horizontally or vertically adjacent spring embedded parts 13 is 700mm;
the reserved space of the matrix energy consumption layer 9 between the envelope structure 1 and the side wall 3 is 800mm.
In some embodiments, the building envelope 1 is a soil retaining structure which is constructed in advance to meet the requirement of excavation of a foundation pit, and is an underground continuous wall, a cast-in-situ bored pile or a secant bored pile.
The invention also provides a construction method of the long and narrow underground structure adapting to the strong earthquake action, which comprises the following steps:
when the steel spring 12 is installed, a constructor only needs to place the steel spring 12 in a limiting groove formed by each group of embedded parts 13 and 14 and release a spring limiting pin, so that the steel spring 12 is automatically clamped in the groove, the prestress of the spring is automatically applied to the enclosure structure 1 and the underground structure side wall 3 simultaneously, and the transmission of horizontal load is started. After all the steel springs 12 are installed, a steel spring matrix consisting of the array type steel springs 12 is formed outside the side wall 3 of the underground structure on each side. The stiffness coefficient K of the steel spring 12 adopted in the specific engineering is selected according to the following formula (formula 1.0.1) according to actual conditions:
k = 4812500B h1 a/L1 (formula 1.0.1)
The meaning of each parameter in the above formula:
k is the stiffness coefficient of the single steel spring 12, and the unit is N/m;
b-the total width of the underground structure, in m;
h 1-thickness of the underground structure roof 5 in m;
a-dimensionless coefficient, which is determined according to the seismic fortification intensity of the region where the proposed project is located, and when the seismic fortification intensity of the region is 6, 7, 8 and 9 degrees, the coefficients are 0.05,0.10 (0.15), 0.20 (0.30) and 0.40 respectively. The number in brackets is respectively suitable for the situation that the design basic earthquake acceleration of a 7-degree area is 0.15g, and the design basic earthquake acceleration of an 8-degree area is 0.30 g;
l1-the layer height of the top layer of the underground structure, in m.
Step 4, filling cement soil 11 between the side wall 3 and the enclosure structure 1 to the top surface of a top plate 5 of the underground structure;
and 5, covering soil on the top plate 5 and backfilling to a designed ground elevation.
The principle of the invention is as follows:
on the premise of not changing the section type of the main body of the long and narrow underground structure, a matrix energy consumption layer 9 consisting of cement soil 11 and array steel springs is arranged between the side wall 3 and the enclosure structure 1, and the stress of the normal use working condition and the strong earthquake action working condition is met.
The compression stiffness of the cement soil 11 which can be easily obtained by mixing the spoil earthwork excavated in the construction site with cement paste is obviously smaller than that of the steel springs 12 in an array form, when the matrix energy consumption layer 9 bears external load, the load is mainly born by the steel springs 12, and the cement soil 11 mainly plays roles in filling gaps and preventing corrosion of steel.
Under the normal use working condition, the water and soil pressure load transmitted from the outer side of the enclosure structure 1 is uniformly transmitted to the side wall 3 of the underground structure through the steel spring 12, and the enclosure structure 1, the matrix energy consumption layer 9 and the side wall 3 form a composite wall to jointly bear the horizontal external load, which is consistent with the stress mode of the underground structure adopting a conventional composite strong system.
Under the action of strong earthquake, the underground structure horizontally swings back and forth under the influence of earthquake waves, the matrix energy consumption layer 9 comprising the arrayed steel springs 12 fully plays the role of an energy dissipation component, the steel springs 9 elastically stretch out and draw back horizontally and repeatedly, and the energy of the earthquake waves is continuously dissipated under the spring damping effect in a soft-steel mode, so that the major structure is prevented from generating overlarge shearing deformation or node damage.
After the strong earthquake disaster is ended, the array type steel springs 12 are restored to be in a normal use working condition mode, namely, under the stable external load condition, the stable compression deformation is kept, the array type steel springs are still wrapped by the cement soil 11, and the array type steel springs can be continuously used without maintenance and replacement.
In some embodiments, in step 1, spring embedments 13 on the side of the enclosure 1 are provided on the reinforcement cage of the enclosure 1.
In some embodiments, each steel spring 12 is pre-compressed and fixed below 750mm in length as it is factory delivered to the site in step 3.
In certain embodiments, soil cement 11 is formed by mixing spoil excavated in situ with cement slurry in step 4.
In certain embodiments, the cement slurry is present in an amount of 7%.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations can be devised by those skilled in the art in light of the above teachings. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.
Claims (9)
1. The long and narrow underground structure suitable for strong earthquake action is characterized in that a matrix energy consumption layer (9) is arranged between a side wall (3) of the underground structure and a building enclosure (1);
the matrix energy consumption layer (9) comprises a plurality of steel springs (12);
the steel springs (12) are arranged in an array, and cement soil (11) is filled among the steel springs (12);
the stiffness coefficient K of the steel spring (12) is selected according to the following formula according to actual conditions:
K＝4812500*B*h1*a/L1；
the meaning of each parameter in the above formula:
k is the stiffness coefficient of the single steel spring 12, and the unit is N/m;
b-the total width of the underground structure, in m;
h 1-thickness of the underground structure roof 5 in m;
a-dimensionless coefficient, which is determined according to the seismic fortification intensity of the area where the proposed project is located, when the seismic fortification intensity of the area is 6, 7, 8 and 9 degrees, the coefficients are respectively 0.05,0.10 (0.15), 0.20 (0.30) and 0.40, and the numbers in brackets are respectively suitable for the situation that the design basic seismic acceleration of the area with 7 degrees is 0.15g and the design basic seismic acceleration of the area with 8 degrees is 0.30 g;
l1-the layer height of the top layer of the underground structure, with the unit of m.
2. An elongated underground structure adapted to strong seismic actions according to claim 1, characterised in that spring embedments (13) are provided on the side walls (3) and the enclosure (1) in correspondence of each of the steel springs (12);
each spring embedded part (13) is used for fixing the corresponding steel spring (12).
3. An elongate underground structure adapted to strong seismic actions according to claim 1, characterised in that each of the spring embedments (13) has an embedment depth of 100mm;
the distance between every two horizontally or vertically adjacent spring embedded parts (13) is 700mm;
the reserved space between the enclosure structure (1) and the side wall (3) of the matrix energy consumption layer (9) is 800mm.
4. Elongated underground structure adapted to strong seismic actions according to claim 1, characterised in that the building envelope (1) is a soil retaining structure which is previously constructed to meet the requirements of excavation of foundation pits and is an underground diaphragm wall, a bored pile or a bored secant pile.
5. A method of constructing an elongate underground structure adapted to high seismic events as claimed in claim 1, comprising the steps of:
step 1, constructing the enclosure structure (1), and arranging a spring embedded part (13) on the enclosure structure (1);
step 2, excavating a foundation pit, gradually building the foundation pit upwards from the bottom plate (2) of the underground structure, and arranging corresponding spring embedded parts (13) on the soil facing side of the side wall (3) when the side wall (3) is constructed;
step 3, after the side wall (3) reaches the design strength, mounting the steel springs (12) one by one;
step 4, filling cement soil (11) between the side wall (3) and the enclosure structure (1) to the top surface of a top plate (5) of the underground structure;
and 5, covering soil on the top plate (5) and backfilling to a designed ground elevation.
6. A method of constructing an elongate underground structure adapted to strong seismic action according to claim 5, wherein in said step 1, said spring embedments (13) on the side of said envelope (1) are provided on reinforcement cages of said envelope (1).
7. A method of constructing an elongate underground structure adapted to the action of strong earthquakes according to claim 5, characterized in that in step 3, each of the steel springs (12) is fixed in advance under 750mm in length by compression when supplied to the site at the factory.
8. A method of constructing an elongate underground structure adapted to strong seismic actions according to claim 5, wherein in said step 4, said soil cement (11) is formed by mixing spoil excavated in situ with cement paste.
9. A method of constructing an elongate underground structure adapted to high seismic activity as claimed in claim 8, wherein said cement slurry is added in an amount of 7%.
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| CN202110354006.9A CN113073681B (en) | 2021-04-01 | 2021-04-01 | Long and narrow underground structure adaptive to strong earthquake action and construction method thereof |
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| CN202110354006.9A CN113073681B (en) | 2021-04-01 | 2021-04-01 | Long and narrow underground structure adaptive to strong earthquake action and construction method thereof |
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| CN113073681A CN113073681A (en) | 2021-07-06 |
| CN113073681B true CN113073681B (en) | 2023-02-03 |
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| CN113700048A (en) * | 2021-07-22 | 2021-11-26 | 北京工业大学 | Sectional type shock attenuation interlayer between subway station and ground wall even |
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| CN206220239U (en) * | 2016-11-15 | 2017-06-06 | 广东省建筑设计研究院 | The basement that building level seismic force can be transmitted forever stitches joint structure |
| CN207267991U (en) * | 2017-10-16 | 2018-04-24 | 广州世方建筑设计有限公司 | A kind of strong ground of shock resistance |
| CN108018865A (en) * | 2017-12-01 | 2018-05-11 | 姚燕明 | The grooving technology of wall is led by the use of existing underpass as construction of diaphragm wall |
| CN108951703A (en) * | 2018-08-17 | 2018-12-07 | 金陵科技学院 | Assembled underground pipe gallery and its construction method |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08260485A (en) * | 1995-03-24 | 1996-10-08 | Masateru Niimura | Base isolation groundsill |
| JP2007315067A (en) * | 2006-05-26 | 2007-12-06 | Nitto Kako Kk | Improved ground |
| CN210263128U (en) * | 2019-07-15 | 2020-04-07 | 中南大学 | A antidetonation dissipation structure and gravity type retaining wall for among gravity type retaining wall |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN206220239U (en) * | 2016-11-15 | 2017-06-06 | 广东省建筑设计研究院 | The basement that building level seismic force can be transmitted forever stitches joint structure |
| CN207267991U (en) * | 2017-10-16 | 2018-04-24 | 广州世方建筑设计有限公司 | A kind of strong ground of shock resistance |
| CN108018865A (en) * | 2017-12-01 | 2018-05-11 | 姚燕明 | The grooving technology of wall is led by the use of existing underpass as construction of diaphragm wall |
| 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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