CN113123325B - Underground continuous wall and construction method thereof - Google Patents
Underground continuous wall and construction method thereof Download PDFInfo
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- CN113123325B CN113123325B CN202110346942.5A CN202110346942A CN113123325B CN 113123325 B CN113123325 B CN 113123325B CN 202110346942 A CN202110346942 A CN 202110346942A CN 113123325 B CN113123325 B CN 113123325B
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 86
- 230000035939 shock Effects 0.000 claims abstract description 57
- 239000002689 soil Substances 0.000 claims abstract description 39
- 238000013016 damping Methods 0.000 claims abstract description 24
- 230000002787 reinforcement Effects 0.000 claims abstract description 22
- 239000010410 layer Substances 0.000 claims description 169
- 230000000712 assembly Effects 0.000 claims description 22
- 238000000429 assembly Methods 0.000 claims description 22
- 238000009434 installation Methods 0.000 claims description 21
- 239000004746 geotextile Substances 0.000 claims description 18
- 238000010521 absorption reaction Methods 0.000 claims description 16
- 239000012790 adhesive layer Substances 0.000 claims description 9
- 239000000945 filler Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 9
- 239000004575 stone Substances 0.000 claims description 9
- 230000000452 restraining effect Effects 0.000 claims description 2
- 230000035699 permeability Effects 0.000 abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 15
- 239000002245 particle Substances 0.000 description 11
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- 230000009471 action Effects 0.000 description 7
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- 230000003139 buffering effect Effects 0.000 description 4
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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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
- E02D31/02—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 ground humidity or ground water
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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
- E02D2200/00—Geometrical or physical properties
- E02D2200/14—Geometrical or physical properties resilient or elastic
- E02D2200/146—Springs
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0001—Rubbers
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
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Abstract
The invention relates to the technical field of building wallboards, and discloses an underground continuous wall and a construction method thereof. The underground continuous wall comprises a concrete layer and a damping layer, wherein the concrete layer and the damping layer are distributed along the horizontal direction and are arranged adjacently; the concrete layer comprises structural columns, a reinforcement cage and filling concrete; the shock-absorbing layer includes multiunit rubber shock pad and interval distribution's multiunit spring unit, and every group rubber shock pad is filled between at least two sets of spring unit. The underground continuous wall provided by the invention is buried underground, has the functions of soil retaining, permeability resistance and supporting, and has good anti-seismic and vibration damping properties.
Description
Technical Field
The invention relates to the technical field of building wallboards, in particular to an underground continuous wall and a construction method thereof.
Background
The underground continuous wall is a continuous reinforced concrete wall built underground and has the functions of water interception, seepage prevention, bearing and water retaining. The underground continuous wall inevitably suffers from the action of external dynamic load caused by earthquake, vibration of ground or underground vehicles (such as subways) and the like in the service process, and when the external dynamic load applied to the underground continuous wall reaches certain strength, the wall can be damaged, even the wall is cracked, collapsed and the like, so that great potential safety hazard exists.
In the related design, the strength of the wall body can be improved by increasing the thickness of the wall body, and the anti-seismic performance of the wall body is further improved, however, the actual effect of the improvement mode is not ideal enough, and the cost is high.
Therefore, how to improve the anti-seismic and vibration-damping performance of the underground diaphragm wall becomes a problem to be solved urgently.
Disclosure of Invention
The invention aims to provide an underground diaphragm wall and a construction method thereof, and aims to solve the technical problem that the underground diaphragm wall in the related art is poor in anti-seismic and vibration-damping effect.
In order to solve the above problems, in a first aspect, the present invention discloses an underground continuous wall, which includes a concrete layer and a damping layer, wherein the concrete layer and the damping layer are distributed along a horizontal direction and are adjacently arranged; the concrete layer comprises structural columns, a reinforcement cage and filling concrete; the shock-absorbing layer comprises a plurality of groups of rubber shock-absorbing pads and a plurality of groups of spring assemblies distributed at intervals, and each group of rubber shock-absorbing pads is filled between at least two groups of spring assemblies.
In one embodiment, the spring assembly includes a high-strength spring and two fixing plates, one end of each fixing plate is connected to the high-strength spring, and the other end of each fixing plate is embedded in the concrete layer to fix the spring assembly.
In one embodiment, the spring assembly further comprises a support plate having a length less than the natural length of the high tensile spring; every all be equipped with on the fixed plate a plurality ofly the backup pad, it is a plurality of the length of backup pad is less than 1/2 of high tensile spring's natural length, it is a plurality of the backup pad is located the fixed plate is used for installing high tensile spring's one end, and encircle in high tensile spring's tip.
In one embodiment, the spring assembly further includes a waterproof adhesive layer covering the high-strength spring, the fixing plate and the supporting plate.
In one embodiment, a plurality of groups of the spring assemblies are distributed up and down according to layers, and each layer comprises at least one group of the spring assemblies; the buffer layer still includes a plurality of fixed backing plates, and is a plurality of two liang of a set of levels of fixed backing plate set up in every layer spring unit's top, every two of group fixed backing plate is close to respectively high tensile spring's both ends set up, fixed backing plate's width is less than high tensile spring's natural length's 1/2, just fixed backing plate's both ends extend respectively to underground continuous wall's relative both sides.
In one embodiment, the middle of the shock absorption layer comprises a plurality of groups of spring assemblies along the vertical direction, and the plurality of groups of spring assemblies are distributed up and down and arranged into two layers.
In one embodiment, a geotextile is further arranged on one side of the concrete layer away from the damping layer, and a gravel layer is arranged between the concrete layer and the geotextile.
In one embodiment, the shock absorbing layer is externally covered with a waterproof layer.
The invention provides an underground continuous wall which comprises a concrete layer and a damping layer, wherein the concrete layer and the damping layer are distributed in the horizontal direction and are arranged adjacently. The concrete layer comprises structural columns, a reinforcement cage and filled concrete, wherein the structural columns are used as frameworks to connect all parts of the underground continuous wall into a whole, so that the wall body has strong shear resistance; in addition, because the structure post can be buried in the soil layer of certain degree of depth in the underground, and its bottom buried depth is less than the whole buried depth of the wall body of underground continuous wall to can also fix underground continuous wall in predetermineeing installation position department through the structure post, and can promote the anti side ability of wall body. The buffer layer includes multiunit rubber shock pad and interval distribution's multiunit spring unit, every group rubber shock pad is filled between at least two sets of spring unit, because rubber shock pad and spring unit possess higher elastic modulus, elastic deformation can take place, when the wall body receives the external load effect that arouses by earthquake etc. when, rubber shock pad and spring unit can take place suitable deformation and provide certain buffering, and can weaken or disappear back automatic re-setting at the load, thereby can effectively avoid the wall body to take place to damage under the external load impact through setting up rubber shock pad and spring unit. In conclusion, the underground continuous wall provided by the invention has the functions of soil retaining, permeability resistance and supporting, has better anti-seismic and vibration damping performance, is not easy to damage under the action of external load, has higher safety, and can absorb the vibration energy generated by vehicles on the ground or underground when being arranged underground, thereby effectively relieving the vibration generated by vehicle load and reducing the influence of the vehicles on the ground or underground on the surrounding environment.
In a second aspect, the present invention also discloses a method for constructing an underground diaphragm wall, which is used for constructing the underground diaphragm wall in the first aspect, and comprises:
embedding the structural column in an underground installation groove and hoisting the reinforcement cage to form a concrete layer;
pasting geotextile on the wall of the mounting groove;
embedding broken stones in a gap between the concrete layer and the geotextile to form a gravel layer;
paving the rubber shock absorption pad and the spring assembly on one side of the concrete layer far away from the gravel layer to form a shock absorption layer;
pouring the filler concrete into the concrete layer.
In one embodiment, before laying the rubber cushion and the spring assembly, the construction method further includes: paving a building template on one side of the concrete layer far away from the gravel layer, and paving a waterproof layer on the bottom of the mounting groove and one side of the concrete layer far away from the gravel layer; after pouring the filler concrete into the concrete layer, the construction method further includes: and waterproof layers are laid above the rubber shock absorption pads and the spring assemblies.
The construction method of the underground continuous wall provided by the invention can be used for constructing the underground continuous wall which has the functions of soil retaining, permeability resistance and supporting and has better anti-seismic and vibration reduction performances. The underground continuous wall manufactured by the construction method is not easy to damage under the action of external loads, has high safety, can be installed underground, can absorb vibration energy generated by overground or underground vehicles, effectively relieves vibration generated by vehicle loads, and reduces the influence of the overground or underground vehicles on the surrounding environment.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic view of the installation of an underground diaphragm wall provided by an embodiment of the present invention;
fig. 2 is a schematic structural view of an underground diaphragm wall according to an embodiment of the present invention;
fig. 3 is a sectional view of a concrete layer of an underground diaphragm wall according to an embodiment of the present invention;
fig. 4 is a sectional view of a concrete layer of an underground diaphragm wall according to another embodiment of the present invention;
FIG. 5 is a schematic structural diagram of a spring assembly according to an embodiment of the present invention;
FIG. 6 is a second schematic structural diagram of a spring assembly according to an embodiment of the present invention;
fig. 7 is a schematic structural view of an underground diaphragm wall according to another embodiment of the present invention;
fig. 8 is a flowchart of a construction method of an underground diaphragm wall according to an embodiment of the present invention.
Description of the main element symbols:
100. an underground diaphragm wall;
10. a concrete layer; 11. a structural column; 12. filling concrete;
20. a shock-absorbing layer; 21. a rubber shock pad; 22. a spring assembly; 23. fixing the base plate; 221. a high-strength spring; 222. a fixing plate; 223. a bolt; 224. a support plate; 225. a waterproof glue layer;
30. geotextile;
40. and (4) a crushed stone layer.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly or indirectly secured to the other element. When an element is referred to as being "connected to" another element, it can be directly or indirectly connected to the other element. The terms "upper", "lower", "left", "right", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description, and do not indicate or imply that the referred devices or elements must have a specific orientation, be constructed and operated in a specific orientation, and thus, are not to be construed as limiting the patent. The terms "first", "second" and "first" are used merely for descriptive purposes and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features. The meaning of "plurality" is two or more unless specifically limited otherwise.
In a first aspect, the present invention provides an underground diaphragm wall. As shown in fig. 1 and 2, the underground continuous wall 100 includes a concrete layer 10 and a shock-absorbing layer 20, and the concrete layer 10 and the shock-absorbing layer 20 are distributed along a horizontal direction (for example, a direction X shown in fig. 2) and are adjacently disposed. As shown in fig. 3, the concrete layer 10 includes a structural column 11, a reinforcement cage (not shown), and a filling concrete 12; as shown in fig. 2, the shock absorbing layer 20 includes a plurality of rubber shock absorbing pads 21 and a plurality of sets of spring assemblies 22 distributed at intervals, and each set of rubber shock absorbing pad 21 is filled between at least two sets of spring assemblies 22.
It should be noted that, as shown in fig. 1 and 3, the concrete layer 10 includes a plurality of structural columns 11 arranged at intervals, the bottoms of the structural columns 11 are embedded in a soil layer at a certain depth underground, the embedded depth of the bottoms of the structural columns 11 is lower than the integral embedded depth of the wall body of the underground continuous wall 100, and the concrete layer 10 is constructed by using the structural columns 11 as a framework; the reinforcement cage and the filled concrete 12 are arranged between the adjacent structural columns 11, and the reinforcement cage is used for restraining the filled concrete 12.
The underground continuous wall 100 provided by the invention comprises a concrete layer 10 and a shock absorption layer 20, wherein the concrete layer 10 and the shock absorption layer 20 are distributed along the horizontal direction and are adjacently arranged. The concrete layer 10 comprises structural columns 11, a reinforcement cage and filling concrete 12, wherein the structural columns 11 are used as frameworks to connect all parts of the underground continuous wall 100 into a whole, so that the wall has strong shear resistance; in addition, because the structural columns 11 can be buried in a soil layer with a certain depth underground, and the buried depth of the bottom of the structural columns is lower than the whole buried depth of the wall body of the underground continuous wall 100, the underground continuous wall 100 can be fixed at a preset installation position through the structural columns 11, and the lateral resistance of the wall body can be improved. Shock-absorbing layer 20 includes multiunit rubber shock pad 21 and interval distribution's multiunit spring unit 22, every group rubber shock pad 21 is filled between at least two sets of spring unit 22, because rubber shock pad 21 and spring unit 22 possess higher elastic modulus, elastic deformation can take place, when the wall body receives the external load effect that arouses by earthquake etc., rubber shock pad 21 and spring unit 22 can take place suitable deformation and provide certain buffering, and can weaken or disappear back automatic re-setting at the load, thereby can effectively avoid the wall body to take place to damage under the external load strikes through setting up rubber shock pad 21 and spring unit 22. In conclusion, the underground continuous wall 100 provided by the invention has the functions of soil retaining, seepage resisting and supporting, has better anti-seismic and vibration damping performance, is not easy to damage under the action of external load, has higher safety, and can absorb the vibration energy generated by the overground or underground vehicles when being installed underground, thereby effectively relieving the vibration generated by vehicle load and reducing the influence of the overground or underground vehicles on the surrounding environment.
In order to save energy and protect environment, in one embodiment of the present invention, the rubber cushion 21 is made of recycled rubber particles. Specifically, when the underground diaphragm wall 100 is manufactured, the regenerated rubber particles can be bagged according to the thickness of the damping layer 20 designed in the actual engineering, so as to manufacture the cubic rubber damping pad 21. The rubber shock pad 21 with the shape and the specification matched with the reserved space can be conveniently manufactured by using the rubber particles; in addition, the rubber shock pad 21 made of the regenerated rubber belongs to the recycling of solid waste resources, is energy-saving and environment-friendly, and accords with the concept of green, tough and healthy development of the underground space of the city at present.
In an embodiment of the present invention, as shown in fig. 2 and 5, the spring assembly 22 includes a high-strength spring 221 and two fixing plates 222, one end of each fixing plate 222 is connected to the high-strength spring 221, and the other end is embedded in the concrete layer 10 to fix the spring assembly 22. The high-strength spring 221 has a large elastic modulus, can bear a large external load, can resist large elastic deformation, and is not easy to lose efficacy.
When the fixing plate 222 is embedded in the concrete layer 10, the embedding position is not unique. For example, in some embodiments, as shown in fig. 2 and 3, at least a portion of the retaining plate 222 may be embedded within the filler concrete 12 for ease of manufacturing and assembly. Of course, in some embodiments, in the case that the installation premise is met, as shown in fig. 2 and 4, a groove may be further formed on the structural column 11, and one end of the fixing plate 222 may be installed in the groove, which may be determined according to the actual situation, and is not limited herein.
In order to secure the connection strength of the high tension spring 221 and the fixing plate 222, in one embodiment of the present invention, as shown in fig. 6, the end of the high tension spring 221 is fixed to the fixing plate 222 by a bolt 223.
Alternatively, in some embodiments, the end of the high tension spring 221 may be adhered to the surface of the fixing plate 222 by building glue.
To avoid the high tensile spring 221 from deforming and failing due to a longitudinal force (e.g., the direction Y shown in fig. 2), in one embodiment of the present invention, as shown in fig. 2 and 5, the spring assembly 22 further includes a support plate 224 disposed on the fixing plate 222. As shown in fig. 5 and 6, each fixing plate 222 is provided with a plurality of supporting plates 224, and the plurality of supporting plates 224 are provided at one end of the fixing plate 222 for mounting the high-strength spring 221 and surround the end of the high-strength spring 221. As shown in fig. 2 and 5, the supporting plate 224 may be used to support the rubber damper pad 21, so as to protect the high-strength spring 221 from being pressed by the rubber damper pad 21 during operation, and ensure that the high-strength spring 221 can be used normally.
It will be appreciated that to ensure that the high tension spring 221 is able to normally contract when subjected to an external load, the length of the support plate 224 should be less than 1/2 which is the natural length of the high tension spring 221, as shown in figure 5.
When the fixing plate 222 and the supporting plate 224 are made of metal, the supporting plate 224 can be directly welded to the fixing plate 222.
To further improve the reliability of the spring assemblies 22, in one embodiment of the present invention, as shown in fig. 3 and 5, a plurality of sets of spring assemblies 22 are distributed one above another in layers, and each layer includes at least one set of spring assemblies 22; as shown in fig. 2 and 3, the shock absorbing layer 20 further includes a plurality of fixing pads 23, two fixing pads 23 are horizontally disposed above each layer of spring assembly 22, and the two fixing pads 23 of each group are respectively disposed near two ends of the high-strength spring 221. Wherein the fixed pad 23 is supported by the supporting plate 224 when disposed above the spring assembly 22. The fixed backing plate 23 is used for supporting the rubber shock pad 21 above the high-strength spring 221, so that the high-strength spring 221 can be further protected from being extruded by the rubber shock pad 21 during working, normal use of the high-strength spring 221 can be ensured, and the reliability of the spring assembly 22 can be effectively improved.
It can be understood that, in order to ensure the use effect of the fixing mat 23, as shown in fig. 2 and 3, the fixing mat 23 has a width less than 1/2 of the natural length of the high-strength spring 221, and both ends of the fixing mat 23 extend to opposite sides of the underground continuous wall 100, respectively, i.e., the fixing mat 23 may be horizontally spread over the entire underground continuous wall 100.
It should be noted that, in some embodiments, as shown in fig. 2 and 5, the bottom of the fixed pad 23 abuts against the top of the supporting plate 224, and the fixed pad 23 and the supporting plate 224 can jointly support the rubber cushion 21 above the high-strength spring 221.
In order to ensure the strength and the service life of the components, the fixing plate 222, the supporting plate 224 and the high-strength spring 221 are usually made of metal. However, in order to solve the above problem, in an embodiment of the present invention, as shown in fig. 2 and 5, the spring assembly 22 further includes a waterproof adhesive layer 225 covering the high-strength spring 221, the fixing plate 222 and the supporting plate 224. The waterproof adhesive layer 225 may surround the high-strength spring 221, the fixing plate 222, and the supporting plate 224. The waterproof glue layer 225 can create a dry environment for the fixing plate 222, the high-strength spring 221 and the supporting plate 224, so that the parts are prevented from being corroded by underground water, and thus the parts are prevented from being corroded. In addition, rubber shock pad 21 is made by the rubber granule bagging-off, if the wrapping bag of installing the rubber granule appears breaking, and the rubber granule in the wrapping bag can fall out, and in this embodiment, waterproof glue layer 225 covers in high-strength spring 221 outsidely, can also avoid the rubber granule to drop to high-strength spring 221 insidely, ensures that spring unit 22 can normally work.
It is understood that in some embodiments, the waterproof glue layer 225 is made of an elastic material.
It should be noted that, when the fixing plate 222 and the supporting plate 224 are covered with the waterproof adhesive layer 225, the fixing pad 23 may be adhered to the waterproof adhesive layer 225. The integrity of the waterproof adhesive layer 225 cannot be damaged by the connection mode, and the waterproof effect of the waterproof adhesive layer 225 cannot be influenced.
In one embodiment of the present invention, the shock absorbing layer 20 is covered with a waterproof layer (not shown). The waterproof layer may be posted on the concrete layer 10 or the wall of the underground installation groove. Through setting up the waterproof layer, can prevent effectively that groundwater from getting into in the buffer layer 20 for rubber shock pad 21 is in dry environment, thereby can effectively promote rubber shock pad 21's durability.
When the underground diaphragm wall 100 is installed, the bottom of the structural column 11 is embedded into a soil layer with a certain depth, and when the wall body is under the action of external load, the lower wall body has smaller compression deformation and the middle wall body has larger compression deformation. In order to improve the usability of the underground diaphragm wall 100, in one embodiment of the present invention, as shown in fig. 2, the middle of the shock absorbing layer 20 includes a plurality of sets of spring assemblies 22, and the plurality of sets of spring assemblies 22 are distributed and arranged in two layers. Through increasing the quantity of spring unit 22, optimizing spring unit 22's arrangement, can promote the elastic modulus of middle part buffer layer 20 to can effectively promote the buffer capacity and the anti side ability of middle part wall body, avoid middle part buffer layer 20 to lose efficacy because of warping too big.
It should be noted that, in order to ensure the overall stability of the underground diaphragm wall 100, the spring assemblies 22 may be arranged at equal intervals at other positions.
The soil body is increased in the super-pore water pressure under the action of cyclic load, is easy to liquefy and flow, further easily causes the extrusion deformation of an underground structure, and is greatly settled or floated. In order to solve the soil liquefaction problem, in an embodiment of the present invention, as shown in fig. 2, a geotextile 30 is further disposed on a side of the concrete layer 10 away from the shock absorbing layer 20, and a gravel layer 40 is disposed between the concrete layer 10 and the geotextile 30. By arranging the gravel layer 40, the pressure of the excess pore water can be effectively reduced, the water in the soil is discharged, and the soil body is prevented from being liquefied. Meanwhile, the geotextile 30 can effectively isolate the loss of soil particles attached to pore water in the flowing process, and avoid the phenomenon of foundation soil piping caused by excessive soil particle loss, thereby further reducing the structural settlement or floating caused by soil body flowing.
The underground continuous wall 100 includes an underground continuous wall 100 that can be drained on both sides and an underground continuous wall 100 that can be drained on one side.
As shown in fig. 2, the underground diaphragm wall 100 includes two concrete layers 10 spaced apart from each other in a horizontal direction, a shock absorbing layer 20 is disposed between the two concrete layers 10, and a gravel layer 40 is disposed on each of outer sides of the two concrete layers 10, so that double-sided drainage can be achieved since the underground diaphragm wall 100 includes the two gravel layers 40. As shown in fig. 7, the underground continuous wall 100 includes a shock-absorbing layer 20, a concrete layer 10 and a crushed stone layer 40 which are adjacently disposed, and since the underground continuous wall 100 includes only one crushed stone layer 40, only single-sided drainage can be achieved.
According to the underground continuous wall 100 provided by the invention, the gravel layer 40 is arranged to discharge pore water in soil, the excess pore water pressure in foundation soil is reduced, the stratum liquefaction degree is effectively reduced, and the geotextile 30 is arranged to prevent a large amount of soil particles from losing and prevent piping. However, although the liquefied soil body can cause the displacement of the existing structure, the liquefied soil body has better shock absorption capacity. Therefore, in practical application, if the underground continuous wall 100 further comprises other overground structures or underground structures near the installation position, the underground continuous wall 100 with double-sided drainage can be selected, so that large-scale floating or sinking displacement of the structure and the soil body nearby the structure caused by the flowing of soil particles after the soil body is liquefied is prevented, and the stability and the safety of the building structure in the site are ensured; if no other overground structure or underground structure exists near the installation position of the underground continuous wall 100, the underground continuous wall 100 with single-side drainage can be selected, namely, the gravel layer 40 is not arranged on one side of the far-field foundation, so that the soil body on one side of the far-field foundation can be liquefied to a certain degree, and the soil body on one side of the far-field foundation has good shock absorption capacity.
In conclusion, according to the underground continuous wall 100 provided by the invention, the rubber shock pad 21 and the spring assembly 22 are additionally arranged, so that the elastic modulus of the wall body is improved, the wall body has certain buffering and anti-seismic and shock-absorbing capabilities and can resist certain external dynamic load, and when the external load applied to the wall body is weakened or disappears, the rubber shock pad 21 and the spring assembly 22 can automatically reset, so that the rapid repair after disasters is facilitated; in addition, the rubber shock pad 21 is made of regenerated rubber particles, so that the energy is saved, the environment is protected, rubber can absorb certain energy, and vibration noise pollution caused by large-scale subway construction and operation in the current city is effectively reduced. Meanwhile, the underground diaphragm wall 100 can effectively reduce the pressure of the soil body excess pore water by additionally arranging the gravel layer 40, discharge the soil water, solve the problem of soil body liquefaction and further reduce the settlement or floating of the underground structure caused by the flow of the soil body.
In a second aspect, the present invention also provides a method for constructing an underground diaphragm wall, which is used for burying the underground diaphragm wall 100 in an installation groove, as shown in fig. 2, 3 and 8, the method comprising:
s1: and embedding a structural column 11 in the underground installation groove and hoisting a reinforcement cage to form a concrete layer 10.
Wherein, bury the structure post 11 that many intervals set up in the mounting groove, and in the deep soil layer is buried underground to the bottom of structure post 11, the steel reinforcement cage sets up in the clearance between adjacent structure post 11. The structural columns 11 serve as a wall skeleton capable of connecting the respective parts of the underground diaphragm wall 100 as a whole and fixing the wall at a predetermined installation position.
S2: and pasting geotextile 30 on the wall of the mounting groove.
The geotextile 30 can effectively isolate the loss of soil particles attached to pore water in the flowing process, and avoid the phenomenon of foundation soil piping caused by excessive soil particle loss.
S3: and (3) burying broken stones in the gap between the concrete layer 10 and the geotextile 30 to form a gravel layer 40.
Through setting up rubble layer 40, not only can effectively reduce super pore water pressure, discharge the native normal water, prevent that the soil body from taking place the liquefaction, can also promote the anti lateral capability of wall body. When the crushed stone is buried, it is preferable that the crushed stone have a large particle size. Like this, the steel reinforcement cage can play the effect of certain template, can effectively avoid the rubble to fall into in the steel reinforcement cage promptly to can ensure that the intensity, wholeness and the impervious performance of structure post 11 and concrete layer 10 are not influenced.
S4: the rubber shock absorption pad 21 and the spring assembly 22 are laid on the side of the concrete layer 10 far away from the gravel layer 40 to form the shock absorption layer 20.
During the laying process, the spring assembly 22 should be kept horizontally, so as to prevent the spring assembly 22 from deforming, and to avoid the spring assembly 22 from being pre-stressed or pre-tensioned.
The rubber shock pad 21 and the spring assembly 22 have high elastic modulus, can be elastically deformed, and have certain buffering and anti-seismic and shock-absorbing capabilities. Through setting up rubber shock pad 21 and spring unit 22, can effectively promote the antidetonation damping performance of underground continuous wall 100.
S5: filling concrete 12 is poured into the concrete layer 10.
It should be noted that the spring assembly 22 is not fixed in the only way. For example, in some embodiments, as shown in fig. 2 and 3, the spring assembly 22 is positioned opposite the filler concrete 12 such that, after the filler concrete 12 is poured, the retaining plate 222 of the spring assembly 22 is at least partially embedded in the filler concrete 12 to retain the spring assembly 22; or, in some embodiments, as shown in fig. 2 and 4, the spring assembly 22 is disposed opposite to the structural column 11, and a groove for fixing the spring assembly 22 is reserved on the structural column 11, during installation, the spring assembly 22 in a compressed state may be installed to the position of the groove, and after the fixing plate 222 is embedded into the groove, the spring assembly 22 is restored to a normal use state, so as to fix the spring assembly 22.
In one embodiment of the present invention, before the rubber shock pad 21 and the spring assembly 22 are laid, the construction method further includes: laying a building template (not shown in the figure) on the side of the concrete layer 10 far away from the gravel layer 40, and laying a waterproof layer on the side of the concrete layer 10 far away from the gravel layer 40 at the bottom of the installation groove; after pouring the filler concrete 12 into the concrete layer 10, the construction method further includes: a waterproof layer is laid over the rubber cushion 21 and the spring assembly 22. Wherein, lay the waterproof layer in the mounting groove and keep away from the one side of rubble layer 40, include and lay the waterproof layer in the bottom and the lateral part of pre-installation buffer layer 20.
By laying a disposable building template between the concrete layer 10 and the shock-absorbing layer 20, the shock-absorbing layer 20 can be prevented from being cemented by the filling concrete 12.
Lay the waterproof layer in the bottom of buffer layer 20, lateral part and upper portion and can cover buffer layer 20 completely, through setting up the waterproof layer, can prevent effectively that groundwater from getting into in buffer layer 20 for rubber shock pad 21 is in dry environment, thereby can effectively promote rubber shock pad 21's durability.
It should be noted that, when the underground diaphragm wall 100 provided by the present application is actually used, the structural columns 11 are buried in the deep soil layer, so that the lower portion of the damping layer 20 is less in compression deformation and the upper portion is greater in compression deformation during use. The rubber cushion 21 and the spring unit 22 are compressed by the plastic deformation under the long-term action of the vibration load, and the damping capacity is lowered. When the rubber shock pad 21 and the high-strength spring 221 are greatly deformed, the hydraulic ram can be used for applying on the structural column 11, the wall body is opened from the upper part of the underground continuous wall 100, and the rubber shock pad 21 and the spring assembly 22 are replaced with new ones.
Hereinafter, a method of constructing the underground diaphragm wall 100 will be described in detail, taking the underground diaphragm wall 100 of which both sides are drained as an example.
First, it is necessary to dig out an installation groove for burying the underground diaphragm wall 100, including: selecting an address; after site selection, performing primary treatment on the site to flatten the site; carrying out measurement lofting after leveling on site; calculating the construction depth of the underground diaphragm wall 100 according to the burial depth of the underground structure; digging out an installation groove for installing the underground diaphragm wall 100 according to the calculated burial depth; and applying slurry to protect the installation groove. Next, the underground diaphragm wall 100 is constructed, including: drilling and piling by using a small drilling pile driver; pasting geotextile 30 on the wall of the mounting groove; hoisting the structural column 11 and the reinforcement cage; filling clear water for slag removal and pulp replacement; putting uniformly graded broken stones between the outer side of the reinforcement cage and the geotextile 30; recovering clear cement slurry; laying a building template at the position of the reinforcement cage, and laying waterproof layers at the bottom of the mounting groove and one side of the reinforcement cage; placing a rubber shock pad 21 and a spring assembly 22 at a preset installation position of the shock absorption layer 20; pouring the filling concrete 12; and maintaining and paving a waterproof layer above the rubber shock pad 21 and the spring assembly 22.
In conclusion, the construction method of the underground continuous wall 100 provided by the invention can be used for constructing the underground continuous wall 100 which has the functions of soil retaining, permeability resistance and supporting and has better earthquake resistance and vibration reduction performance. The underground diaphragm wall 100 manufactured by the construction method is not easy to damage under the action of external loads, has high safety, can be installed underground, can absorb vibration energy generated by overground or underground vehicles, effectively relieves vibration generated by vehicle loads, and reduces the influence of the overground or underground vehicles on the surrounding environment.
The above-mentioned embodiments are only used for illustrating the technical solutions of the present application, and not for limiting the same; although the present application has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; such modifications and substitutions do not substantially depart from the spirit and scope of the embodiments of the present application and are intended to be included within the scope of the present application.
Claims (3)
1. The underground continuous wall is characterized by comprising two concrete layers which are distributed at intervals in the horizontal direction, wherein a damping layer is arranged between the two concrete layers;
the concrete layer comprises a plurality of structural columns, a reinforcement cage and filled concrete, the structural columns are arranged at intervals, the bottoms of the structural columns are embedded in a soil layer with a certain underground depth, the embedded depth of the bottoms of the structural columns is lower than the overall embedded depth of the reinforcement cage and the filled concrete, the concrete layer is built by taking the structural columns as a framework, the reinforcement cage and the filled concrete are arranged between the adjacent structural columns, and the reinforcement cage is used for restraining the filled concrete;
the damping layer comprises a plurality of groups of rubber damping pads and a plurality of groups of spring assemblies distributed at intervals, and each group of rubber damping pads are filled between at least two groups of spring assemblies;
the spring assembly comprises a high-strength spring and two fixing plates, one end of each fixing plate is connected with the high-strength spring, and the other end of each fixing plate is embedded in the concrete layer to fix the spring assembly;
the spring assembly further includes a support plate having a length less than 1/2 of the natural length of the high tension spring;
each fixing plate is provided with a plurality of supporting plates, and the supporting plates are arranged at one end of the fixing plate, which is used for mounting the high-strength spring, and surround the end part of the high-strength spring;
the spring assembly further comprises a waterproof adhesive layer covering the high-strength spring, the fixing plate and the supporting plate;
the multiple groups of spring assemblies are distributed up and down according to layers, and each layer comprises at least one group of spring assemblies;
the damping layer further comprises a plurality of fixing backing plates, the fixing backing plates are horizontally arranged above the spring assemblies in a group of two in two, the two fixing backing plates in each group are respectively arranged close to two ends of the high-strength spring, the width of each fixing backing plate is smaller than 1/2 of the natural length of the high-strength spring, two ends of each fixing backing plate respectively extend to two opposite sides of the underground continuous wall, the fixing backing plates are adhered to the waterproof adhesive layers, and the fixing backing plates and the supporting plates jointly support the rubber damping pad above the high-strength spring;
the middle part of the shock absorption layer along the vertical direction comprises a plurality of groups of spring assemblies which are distributed up and down and arranged into two layers;
the side, far away from the shock absorption layer, of the concrete layer is also provided with geotextile, and a rubble layer is arranged between the concrete layer and the geotextile;
and a waterproof layer covers the damping layer.
2. A method of constructing an underground diaphragm wall for constructing the underground diaphragm wall according to claim 1, comprising:
embedding the structural columns in an underground installation groove and hoisting the reinforcement cage to form the concrete layer, embedding a plurality of structural columns arranged at intervals in the installation groove, embedding the bottoms of the structural columns into a soil layer with a certain depth underground, arranging the reinforcement cage in a gap between every two adjacent structural columns, and connecting all parts of the underground continuous wall into a whole by using the structural columns as a wall body framework and fixing the wall body at a preset installation position;
pasting geotextile on the wall of the mounting groove;
embedding broken stones in a gap between the concrete layer and the geotextile to form a gravel layer;
paving the rubber shock absorption pad and the spring assembly on one side of the concrete layer far away from the gravel layer to form a shock absorption layer;
pouring the filler concrete into the concrete layer.
3. The construction method according to claim 2, wherein before the rubber cushion and the spring assembly are laid, the construction method further comprises: paving a building template on one side of the concrete layer far away from the gravel layer, and paving a waterproof layer on the bottom of the mounting groove and one side of the concrete layer far away from the gravel layer;
after pouring the filler concrete into the concrete layer, the construction method further includes: and waterproof layers are laid above the rubber shock absorption pads and the spring assemblies.
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| CN113818495B (en) * | 2021-09-16 | 2022-07-26 | 中南大学 | Periodic pile-wall structure aiming at low-frequency surface wave vibration isolation and construction method |
| CN114809065B (en) * | 2022-04-13 | 2024-10-29 | 中国能源建设集团江苏省电力设计院有限公司 | Power transmission tower foundation structure and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5018701A (en) * | 1989-01-25 | 1991-05-28 | Bridgestone Corporation | Vibration isolating support apparatus |
| CN110144962A (en) * | 2019-06-14 | 2019-08-20 | 沈阳建筑大学 | Combined underground structure anti-seismic device |
| CN111519667A (en) * | 2020-05-28 | 2020-08-11 | 张延年 | Composite filling material assembled vibration isolation ditch |
| CN211340880U (en) * | 2019-10-21 | 2020-08-25 | 陕西神州实业有限公司 | Anti-seismic foundation |
| CN111945794A (en) * | 2020-09-17 | 2020-11-17 | 张延年 | Anti-floating shock insulation structure system for underground engineering |
-
2021
- 2021-03-31 CN CN202110346942.5A patent/CN113123325B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5018701A (en) * | 1989-01-25 | 1991-05-28 | Bridgestone Corporation | Vibration isolating support apparatus |
| CN110144962A (en) * | 2019-06-14 | 2019-08-20 | 沈阳建筑大学 | Combined underground structure anti-seismic device |
| CN211340880U (en) * | 2019-10-21 | 2020-08-25 | 陕西神州实业有限公司 | Anti-seismic foundation |
| CN111519667A (en) * | 2020-05-28 | 2020-08-11 | 张延年 | Composite filling material assembled vibration isolation ditch |
| CN111945794A (en) * | 2020-09-17 | 2020-11-17 | 张延年 | Anti-floating shock insulation structure system for underground engineering |
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