CN213897154U - Soft soil foundation pit bottom curing structure - Google Patents
Soft soil foundation pit bottom curing structure Download PDFInfo
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- CN213897154U CN213897154U CN202022911436.XU CN202022911436U CN213897154U CN 213897154 U CN213897154 U CN 213897154U CN 202022911436 U CN202022911436 U CN 202022911436U CN 213897154 U CN213897154 U CN 213897154U
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- 239000002689 soil Substances 0.000 title claims abstract description 83
- 238000009412 basement excavation Methods 0.000 claims abstract description 28
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 18
- 238000007711 solidification Methods 0.000 claims abstract description 11
- 230000008023 solidification Effects 0.000 claims abstract description 11
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 8
- 238000003756 stirring Methods 0.000 claims abstract description 7
- 230000006641 stabilisation Effects 0.000 claims abstract description 3
- 238000011105 stabilization Methods 0.000 claims abstract description 3
- 238000002156 mixing Methods 0.000 claims description 26
- 239000004568 cement Substances 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 230000002787 reinforcement Effects 0.000 claims description 9
- 239000000203 mixture Substances 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 57
- 230000007613 environmental effect Effects 0.000 abstract description 4
- 238000007493 shaping process Methods 0.000 abstract description 2
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- 238000001723 curing Methods 0.000 description 30
- 238000011065 in-situ storage Methods 0.000 description 17
- 238000000034 method Methods 0.000 description 10
- 230000008569 process Effects 0.000 description 7
- 238000013461 design Methods 0.000 description 4
- 238000005553 drilling Methods 0.000 description 4
- 230000006872 improvement Effects 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 230000000087 stabilizing effect Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 229910052602 gypsum Inorganic materials 0.000 description 1
- 239000010440 gypsum Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000008239 natural water Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The utility model discloses a weak soil foundation ditch pit bottom solidification structure belongs to weak soil foundation stabilization technical field, and it sets up the system of strutting by fender pile and stagnant water stake constitution through the outside at the foundation ditch excavation region to add the curing agent in the soft soil layer surface at the bottom of the foundation ditch pit, utilize the stirring shaping on the soft soil layer of pit bottom surface, make the foundation ditch pit bottom can form the surface hardening layer of constituteing by crust layer and passive back up coat, and then form stable foundation ditch pit bottom structure. The utility model discloses a weak soil foundation ditch pit bottom solidification structure, its construction steps are simple, and the construction is simple and convenient, and the weak soil foundation ditch pit bottom solidification structural stability who obtains is high, provides level and smooth, stable foundation ditch bottom surface for follow-up construction machinery's the admission in the foundation ditch, has ensured the security and the reliability of relevant construction in the weak soil foundation ditch, has reduced the excavation volume and the volume of abandoning of silt, has promoted the economic nature and the feature of environmental protection of weak soil foundation ditch construction, has better spreading value and application prospect.
Description
Technical Field
The utility model belongs to the technical field of the soft soil foundation consolidates, concretely relates to soft soil foundation ditch hole bottom solidification structure.
Background
In foundation construction engineering, excavation and construction of foundation pits are common, and the foundation pits are the most basic parts in underground foundation engineering construction. In the process of foundation pit construction, the support design and the reinforcement design after the foundation pit structure is excavated are related to the safety and the reliability of the whole foundation pit construction.
According to different geological environments, the requirements for foundation pit construction often differ, and the difference is particularly obvious in certain specific construction environments. In coastal areas, soft soil layers in geological soil layers are widely distributed, the thickness of soft soil is large, the soft soil layers often have the characteristics of large natural pore ratio, natural water content larger than a liquid limit, low shearing strength, high compressibility, low water permeability, high rheological property and the like, the foundation pit bottom after deep foundation pit excavation is mostly a deep soft soil layer, the bearing capacity is low, pile foundation construction machinery often cannot enter, a leveling field cannot be provided for subsequent high-rise building pile foundation construction and basement construction, and the safety and the reliability of foundation pit engineering are influenced.
At present, the foundation reinforcement process at the bottom of a pit is usually required after excavation of a foundation pit for foundation pit construction under a soft soil geological environment. The common foundation pit bottom foundation reinforcing method is mainly a digging and filling method, namely, soft soil at the bottom of a pit is dug to a certain depth and then filled with materials with higher structural strength, such as construction waste soil, stone chips or gravel soil, and the treatment depth is generally 1-2 m. Although the method can meet the pit bottom reinforcement requirement in the soft soil foundation pit construction process to a certain extent; however, the construction waste soil is often difficult to ensure the flatness and bearing capacity of the foundation, while the gravel soil is generally difficult to source and expensive in construction cost, which results in extremely high construction cost. Moreover, the excavation and replacement mode inevitably leads to the increase of the excavation depth of the foundation pit, so that the active soil pressure borne by the supporting system is increased, the measures of the foundation pit supporting system need to be correspondingly enhanced, the design difficulty and the construction difficulty of foundation pit construction are undoubtedly increased, and the cost of foundation pit construction is increased.
SUMMERY OF THE UTILITY MODEL
To the above defect of prior art or improve in the demand one or more, the utility model provides a soft soil foundation ditch pit end solidification structure can realize the solidification on the spot at the bottom of soft soil foundation ditch pit, for follow-up pile foundation construction machinery's in the foundation ditch entering provides the assurance, ensures the security and the reliability of soft soil foundation ditch construction, shortens the cycle of foundation ditch construction, reduces the cost of foundation ditch construction.
In order to achieve the purpose, the utility model provides a soft soil foundation pit bottom curing structure, which corresponds to the foundation pit arrangement excavated on the soft soil layer, and comprises a shallow soft soil curing layer arranged at the bottom of the foundation pit and a foundation pit supporting system arranged outside the excavation sideline of the foundation pit;
the shallow soft soil curing layer is obtained by mixing a curing agent into a soft soil layer and then stirring and curing the mixture, and comprises a hard shell layer arranged in the middle of the bottom of the foundation pit and a passive reinforcing layer arranged around the hard shell layer;
the foundation pit supporting system is arranged on the outer side of a foundation pit excavation sideline in the circumferential direction and comprises a plurality of supporting piles arranged at intervals in the circumferential direction and water stop walls continuously arranged on the outer sides of the supporting piles in the circumferential direction; the stagnant water wall is formed by a plurality of cement mixing stake interlock overlap joints that the hoop set gradually, just prop up the fender pile with cement mixing stake is respectively certainly soft soil layer surface extends to below the stable stratum.
As a further improvement of the utility model, the setting thickness of the passive reinforcement layer in the soft soil layer is larger than that of the hard shell layer; and the setting thickness of the hard shell layer is 1-3 m, and the setting thickness of the passive reinforcing layer is 3-8 m.
As a further improvement of the utility model, the length of the cement mixing pile extending into the stable ground layer is not less than 1 m; and/or the length of the support piles extending into the position below the surface of the stable ground layer is not less than 3 m.
As a further improvement of the utility model, two are adjacent the interlock width between the cement mixing pile is not less than 10 cm.
The above-described improved technical features may be combined with each other as long as they do not conflict with each other.
Generally, through the utility model above technical scheme who conceives compares with prior art, the beneficial effect who has includes:
(1) the utility model discloses a soft soil foundation pit bottom of pit solidification structure, its construction steps are simple, easy and simple to handle, through adding the curing agent on the soft soil layer surface at the bottom of pit, and carry out corresponding stirring shaping, make the bottom of pit can form the surface curing layer that comprises crust layer and passive back up coat, provide level and smooth, stable foundation pit bottom surface for the entry of follow-up construction machinery in the foundation pit, guaranteed the security and the reliability that relevant construction engineering in the soft soil foundation pit developed, reduced the excavation volume and the square stock of silt, promoted the economic nature and the feature of environmental protection of soft soil foundation pit construction;
(2) the utility model discloses a soft soil foundation pit bottom solidification structure, it makes the support system extend to the surface below the surface of the stabilization ground from the soft soil layer surface through setting up the support system that comprises fender pile and stagnant water stake, has ensured the security and the stability of soft soil foundation pit construction; meanwhile, through the occlusion arrangement between the adjacent water stop piles, a plurality of water stop piles can form a continuous and closed water stop wall structure at the outer side of the soft soil foundation pit, so that the stability and the safety in the foundation pit construction process are ensured, the period of foundation pit construction is shortened, and the cost of foundation pit construction is reduced;
(3) the utility model discloses a weak soil foundation ditch pit bottom solidification structure, its simple structure, it is convenient to be under construction, can fully ensure weak soil foundation ditch excavation back foundation ditch overall structure's stability and foundation ditch bottom structure's stability, provides the guarantee for the follow-up construction in the foundation ditch, has reduced the cost of weak soil foundation ditch construction, has promoted the economic nature and the feature of environmental protection of weak soil foundation ditch construction, has better spreading value and application prospect.
Drawings
FIG. 1 is a flow chart illustrating the steps of an in-situ curing method for the bottom of a soft soil foundation pit according to an embodiment of the present invention;
fig. 2 is a structural top view of a soft soil foundation pit bottom curing structure in the embodiment of the present invention;
fig. 3 is a structural sectional view of the soft soil foundation pit bottom curing structure in the embodiment of the present invention;
in all the figures, the same reference numerals denote the same features, in particular: 1. stirring the piles with cement; 2. stabilizing the formation; 3. soft soil foundation; 4. side lines are excavated in the foundation pit; 5. a hard shell layer; 6. a passive reinforcement layer; 7. drilling a cast-in-place pile; 8. and (5) the bottom of the foundation pit.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention. Furthermore, the technical features mentioned in the embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", and the like, indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.
In the present application, unless expressly stated or limited otherwise, the first feature may be directly on or directly under the second feature or indirectly via intermediate members. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
Example (b):
referring to fig. 1, the in-situ curing method for soft soil foundation pit bottom in the preferred embodiment of the present invention is suitable for the construction scene of foundation pit with thick soft soil layer, and the construction method preferably includes the following steps:
and S101, constructing a supporting system by using a side line of the foundation pit excavation.
Firstly, marking a foundation pit excavation side line 4 in a foundation pit excavation area, and determining the excavation area of the foundation pit.
And secondly, constructing a foundation pit supporting pile and a water stop pile on the outer side of the foundation pit excavation sideline 4.
Specifically, as shown in fig. 2 and 3, the support pile in the preferred embodiment adopts a cast-in-situ bored pile 7, and the depth of the drilled hole extends from the surface of the soft soil foundation 3 to below the surface of the stable ground layer 2, and the depth of the drilled hole and other structural dimensions of the cast-in-situ bored pile 7 can be preferably designed according to actual construction needs. For example, in a preferred embodiment, the diameter of the cast-in-situ bored pile 7 is 0.5 to 1.5m, and more preferably 0.8 to 1.2 m; the pile spacing between two adjacent cast-in-situ bored piles 7 is 0.5 to 2m, and more preferably 1 to 1.5 m. Meanwhile, the depth of embedding of the bored pile 7 in the stable ground 2 in the preferred embodiment is preferably not less than 3 m.
Further, the water stopping pile in the preferred embodiment adopts the cement mixing pile 1, the cement mixing pile 1 is arranged on the outer side of the supporting pile, which is far away from the excavation area of the foundation pit, the pile diameter is preferably 0.4-1.5 m, more particularly preferably 0.6-1.0 m, and two adjacent mixing piles are mutually meshed, namely the distance between the two adjacent mixing piles is not less than the diameter of the mixing pile. Meanwhile, the bottom of the water stop pile is driven into the stable stratum 2, and the depth of the water stop pile entering the stable stratum is preferably not less than 1 m.
Through the sequential occlusion arrangement of the cement mixing piles 1, a continuous and peripherally-closed water stop wall structure is finally formed around the foundation pit excavation area at the outer side of the supporting pile, and the supporting and water stop effects are achieved. In addition, through the arrangement of the supporting structure, the curing agent or the slurry of the curing body can be effectively prevented from escaping in the curing process of the shallow layer at the bottom of the subsequent foundation pit, and the lateral slippage of the shallow layer curing body is effectively prevented.
And S102, excavating the foundation pit to a designed depth to form the foundation pit.
In this step, the excavation of the foundation pit is performed in a conventional excavation manner, which is not described herein.
And S103, carrying out an in-situ curing process of the shallow layer of the soft soil foundation at the bottom of the foundation pit.
Firstly, carrying out a shallow soft soil treatment process at the bottom of a foundation pit. In the concrete operation, materials such as curing agents are mixed into soft soil at the bottom of the pit by using stirring equipment (such as a slurry stirrer), and the mixture is cured after stirring to realize shallow in-situ curing treatment, so that a hard shell layer 5 and a passive reinforcing layer 6 are formed.
In actual construction, the crust layer 5 is formed at the bottom center of the pit, and the passive reinforcement layer 6 is annularly arranged around the periphery of the crust layer 5 upward, as shown in fig. 2. Simultaneously, during the actual setting, the vertical thickness of crust layer 5 is preferred 1 ~ 3m, and the vertical thickness of passive back up coat 6 is preferred 3 ~ 8 m. Through the arrangement of the hard shell layer 5 and the passive reinforcing layer 6 at the bottom of the foundation pit, a supporting system can be formed at the bottom of the foundation pit. Obviously, the bottom of both the crust layer 5 and the passive reinforcement layer 6 do not extend to the top surface of the stable formation 2, as shown in fig. 3.
Further, in a preferred embodiment, the curing agent for in-situ curing on the shallow layer of the soft soil foundation at the bottom of the pit is cement, fly ash, lime or gypsum, and the mixing amount percentage of the curing agent in the soft soil is 1% to 15%, and further preferably 2% to 12%. Meanwhile, when shallow in-situ curing operation is carried out, the foundation pit excavation area can be preferably divided into a plurality of processing area units for carrying out sequential curing operation; in a preferred embodiment, the treatment area units are square block-shaped areas of 3m × 3m to 6m × 6m, in-situ curing is carried out in a mode of curing while advancing, adjacent area units are connected in a lap joint mode, and the lap joint width is preferably not less than 10cm, so that the leakage of the whole foundation pit bottom surface curing construction is avoided.
Further preferably, during actual curing operation, the outer edge of the passive reinforcing layer 6 and each cast-in-situ bored pile 7 can be connected into a whole, so that stress on the passive reinforcing layer 6 can be transmitted to the stable stratum 2 through the cast-in-situ bored piles 7, and the stability of construction operation of the foundation pit bottom 8 is further ensured.
Through the in-situ curing method for the soft soil foundation pit bottom, the soft soil foundation pit bottom curing structure shown in the figures 2 and 3 can be obtained. Wherein, including the supporting construction who sets up in the regional periphery of foundation ditch excavation, this supporting construction includes a plurality of drilling bored concrete piles 7 that set up along the hoop interval, can equidistant setting between two adjacent drilling bored concrete piles 7, also can not interval setting as required (equidistant setting in preferred embodiment), and the interval between the drilling bored concrete pile 7 is 0.5 ~ 2 m. Meanwhile, each cast-in-situ bored pile 7 vertically extends from the surface of the soft soil foundation 3 to below the surface of the stable stratum 2, that is, the bottom of the cast-in-situ bored pile 7 extends into the stable stratum 2 to a depth of not less than 3m in the preferred embodiment. Obviously, the depth of the bored pile 7 is slightly less than 3m according to the design requirement, which is determined by the thickness of the soft soil layer, the depth of the foundation pit, the size of the foundation pit excavation and other factors in the actual operation.
Further, be provided with stagnant water structure along the hoop in supporting construction's the outside, it includes a plurality of cement mixing stake 1 that set gradually along the hoop in the soft soil foundation 3, and each cement mixing stake 1 is respectively from the surface vertical extension of soft soil foundation 3 to the subsurface of stabilizing ground layer 2, and the bottom of cement mixing stake 1 stretches into in stabilizing ground layer 2, and its degree of depth of stretching into is no less than 1m in preferred embodiment. Also, in actual installation, the depth of the above-mentioned protrusion may be slightly less than 1m depending on construction conditions.
Meanwhile, for two adjacent cement mixing piles 1, the two adjacent cement mixing piles are mutually meshed, namely the central distance between the two adjacent cement mixing piles 1 is not larger than the pile diameter of the cement mixing piles 1. Accordingly, the width of the mutual engagement of the two cement mixing piles 1 is not less than 10cm, and is usually 10 to 30cm, as shown in fig. 2. So, can fully guarantee the leakproofness of interlock between two adjacent cement mixing stake 1, avoid permeating water, the existence in infiltration gap.
Furthermore, a crust layer 5 and a passive reinforcing layer 6 are formed at the bottom 8 of the foundation pit within the excavation sideline 4 of the foundation pit. The passive reinforcing layer 6 is arranged on the periphery of the hard shell layer 5 along the annular direction, the periphery of the passive reinforcing layer is abutted to the cast-in-situ bored pile 7, and the inner periphery of the passive reinforcing layer is abutted to the peripheral wall surface of the hard shell layer 5. Meanwhile, the passive reinforcing layer 6 extends downwards at the bottom 8 of the foundation pit and is provided with 3-8 m, and an annular reinforcing layer on the bottom 8 of the foundation pit is formed. Correspondingly, the hard shell layer 5 is arranged in the area surrounded by the passive reinforcing layer 6, the outer peripheral wall surface of the hard shell layer is connected with the inner peripheral wall surface of the passive reinforcing layer 6, and the hard shell layer vertically extends for 1-3 m.
Through forming the top layer reinforced structure who comprises passive back up coat 6 and crust layer 5 on the foundation ditch pit bottom 8 of soft soil foundation ditch, can effectively guarantee the structural strength on foundation ditch surface after the soft soil foundation ditch excavation, provide the assurance for the approach of follow-up construction machinery, promote the efficiency, reliability and the security of soft soil foundation ditch construction.
The utility model provides a through the weak soil foundation ditch hole end solidification system that obtains, its construction steps is simple, it is convenient to construct, can effectively promote the efficiency and the security of weak soil foundation ditch construction, reduce the cost of weak soil foundation ditch construction, for follow-up stake machine construction machinery's in the foundation ditch entering provides the assurance, guarantee security and the reliability that the relevant engineering was carried out in the weak soil foundation ditch, reduce the excavation volume and the volume of abandoning of silt, satisfy the economic nature and the feature of environmental protection of engineering construction, better popularization prospect and using value have.
It will be understood by those skilled in the art that the foregoing is merely a preferred embodiment of the present invention, and is not intended to limit the invention to the particular forms disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims.
Claims (5)
1. A soft soil foundation pit bottom curing structure is arranged corresponding to a foundation pit excavated on a soft soil layer and is characterized by comprising a shallow soft soil curing layer arranged at the bottom of the foundation pit and a foundation pit supporting system arranged outside an excavation sideline of the foundation pit;
the shallow soft soil curing layer is obtained by mixing a curing agent into a soft soil layer and then stirring and curing the mixture, and comprises a hard shell layer arranged in the middle of the bottom of the foundation pit and a passive reinforcing layer arranged around the hard shell layer;
the foundation pit supporting system is arranged on the outer side of a foundation pit excavation sideline in the circumferential direction and comprises a plurality of supporting piles arranged at intervals in the circumferential direction and water stop walls continuously arranged on the outer sides of the supporting piles in the circumferential direction; the stagnant water wall is formed by a plurality of cement mixing stake interlock overlap joints that the hoop set gradually, just prop up the fender pile with cement mixing stake is respectively certainly soft soil layer surface extends to below the stable stratum.
2. The soft soil foundation pit bottom curing structure of claim 1, wherein the passive reinforcement layer is provided at a thickness in the soft soil layer greater than that of the hard shell layer.
3. The soft soil foundation pit bottom curing structure of claim 2, wherein the hard shell layer is provided with a thickness of 1-3 m, and the passive reinforcement layer is provided with a thickness of 3-8 m.
4. The soft soil foundation pit bottom solidification structure of claim 1, wherein the length of the cement mixing pile extending below the surface of the stabilization ground layer is not less than 1 m; and/or the length of the support piles extending into the position below the surface of the stable ground layer is not less than 3 m.
5. The soft soil foundation pit bottom curing structure of any one of claims 1 to 4, wherein the meshing width between two adjacent cement mixing piles is not less than 10 cm.
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| CN202022911436.XU CN213897154U (en) | 2020-12-05 | 2020-12-05 | Soft soil foundation pit bottom curing structure |
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| CN202022911436.XU CN213897154U (en) | 2020-12-05 | 2020-12-05 | Soft soil foundation pit bottom curing structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112323819A (en) * | 2020-12-05 | 2021-02-05 | 中铁四院集团广州设计院有限公司 | Soft soil foundation pit bottom in-situ curing method and soft soil foundation pit bottom curing structure |
| CN114541408A (en) * | 2022-03-03 | 2022-05-27 | 中铁四局集团有限公司 | The structure of the upper air-containing shaft in front of the end well of the underground station and the construction method of its penetration |
-
2020
- 2020-12-05 CN CN202022911436.XU patent/CN213897154U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112323819A (en) * | 2020-12-05 | 2021-02-05 | 中铁四院集团广州设计院有限公司 | Soft soil foundation pit bottom in-situ curing method and soft soil foundation pit bottom curing structure |
| CN114541408A (en) * | 2022-03-03 | 2022-05-27 | 中铁四局集团有限公司 | The structure of the upper air-containing shaft in front of the end well of the underground station and the construction method of its penetration |
| CN114541408B (en) * | 2022-03-03 | 2023-06-02 | 中铁四局集团有限公司 | Front upper part wind-containing well structure of underground station end well and underpass construction method thereof |
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Address after: 510030 No.6 Gonghe West Road, Yuexiu District, Guangzhou City, Guangdong Province Patentee after: Guangdong railway planning, design and Research Institute Co.,Ltd. Patentee after: CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. Address before: 510030 No.6 Gonghe West Road, Yuexiu District, Guangzhou City, Guangdong Province Patentee before: Guangdong Railway Planning, Design and Research Institute Co.,Ltd. Patentee before: CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. Address after: 510030 No.6 Gonghe West Road, Yuexiu District, Guangzhou City, Guangdong Province Patentee after: Guangdong Railway Planning, Design and Research Institute Co.,Ltd. Patentee after: CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. Address before: 510030 No.6 Gonghe West Road, Yuexiu District, Guangzhou City, Guangdong Province Patentee before: GUANGZHOU HOLDING COMPANY OF THE CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. Patentee before: CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. |
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