CN113152425B - Combined freezing and reinforcing method for non-drainage excavation of large foundation pit - Google Patents
Combined freezing and reinforcing method for non-drainage excavation of large foundation pit Download PDFInfo
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- CN113152425B CN113152425B CN202110254607.2A CN202110254607A CN113152425B CN 113152425 B CN113152425 B CN 113152425B CN 202110254607 A CN202110254607 A CN 202110254607A CN 113152425 B CN113152425 B CN 113152425B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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Abstract
The invention discloses a combined freezing and reinforcing method for non-drainage excavation of a large foundation pit, belonging to the technical field of foundation pit construction and comprising the following steps of: constructing a temporary vertical shaft and an underground continuous wall, constructing and detecting a freezing pipe, freezing a horizontal bottom-sealed frozen wall, excavating a foundation pit and pouring a structure, stopping freezing, dismantling the rest temporary vertical shaft and finishing pouring of a foundation pit bottom plate. The invention constructs an operation space for freezing construction by constructing the temporary vertical shaft, seals the bottom of the foundation pit by adopting a freezing method, and artificially constructs a water-proof stratum at the bottom to realize the non-drainage excavation of the foundation pit. The method solves the problem that the bottom of the permeable stratum cannot effectively insulate water when the foundation pit is constructed, and the foundation pit reinforcing method combining the traditional cement-based underground continuous wall and the artificial freezing method is utilized, so that the construction cost and the construction period of foundation pit reinforcement are greatly reduced, and the safety of the engineering is improved. The invention is suitable for the non-drainage excavation of the foundation pit of the complex permeable stratum, and can effectively reduce the influence of the foundation pit construction on the surrounding environment and reduce the waste of water resources.
Description
Technical Field
The invention belongs to the technical field of foundation pit construction, and particularly relates to a combined freezing and reinforcing method for non-drainage excavation of a large foundation pit.
Background
At present, various foundation pit projects are mostly constructed by matching underground continuous walls with stratum precipitation modes, but the problem of water resource shortage generally exists in northern areas, and the limit on underground water pumping and drainage is more and more strict, so that the construction of large-range and long-time precipitation faces greater and greater environmental protection and ecological pressure. In addition, in some water-rich strata in the south, the underground water content is sufficient, the water pressure is large, even part of strata is communicated with a river channel, and the excavation of a large foundation pit is difficult to realize in common precipitation construction. Therefore, an omnibearing foundation pit reinforcing method is urgently needed to be found to realize the non-drainage excavation of the foundation pit, so that the construction cost, the environmental protection and the ecological pressure of the foundation pit construction are relieved.
Disclosure of Invention
The invention aims to provide a combined freezing and reinforcing method for non-drainage excavation of a large foundation pit, and aims to solve the problem that the bottom of a permeable stratum in the prior art cannot be effectively isolated from water when foundation pit construction is carried out.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
a combined freezing and reinforcing method for non-drainage excavation of a large foundation pit comprises the following steps:
s1: construction preparation and temporary shaft position determination: determining the positions and the number of temporary vertical shafts in the foundation pit according to the shape of the foundation pit and the arrangement of the underground continuous wall, wherein the section of each temporary vertical shaft is rectangular or circular, and the temporary vertical shafts are arranged in the middle of the foundation pit;
s2: constructing a temporary vertical shaft and an underground continuous wall: simultaneously constructing a temporary vertical shaft and a peripheral underground continuous wall, sealing the bottom of the temporary vertical shaft, and not sealing the bottom of the underground continuous wall; the bottom elevation of the temporary vertical shaft is below the elevation of the bottom plate of the foundation pit;
s3: freezing pipe construction: the method comprises the following steps of excavating a temporary vertical shaft by micro construction machinery or manpower, drilling a freezing hole in the side wall of the bottom of the temporary vertical shaft, and paving a horizontal freezing pipe, wherein the freezing pipe is arranged between the temporary vertical shaft and an underground continuous wall in a divergent manner; one end of the freezing pipe is connected with the temporary vertical shaft, and the other end of the freezing pipe extends into the underground continuous wall;
s4: detecting a freezing hole and a freezing pipe: the skewness of the freezing hole is not more than 1%, and the freezing pipe is subjected to pressurizing and inclination measuring detection; connecting the freezing pipe with a freezing system when the freezing pipe is qualified;
s5: freezing by a horizontal sealing frozen wall: starting a freezing system to freeze to form a horizontal bottom-sealed freezing wall, wherein the horizontal bottom-sealed freezing wall is connected with an underground continuous wall and is required to be dense;
s6: excavation of a foundation pit and pouring of a foundation pit structure: after the horizontal bottom-sealed frozen wall is frozen, starting excavation of the foundation pit, and dismantling the temporary vertical shaft above the excavation depth in the excavation process; excavating the foundation pit to the depth of a foundation pit bottom plate, pouring a foundation pit structure, and arranging a post-pouring belt at the connecting range of the temporary vertical shaft during pouring;
s7: stopping freezing: and after the foundation pit structure is poured, removing the residual temporary shaft part and stopping freezing, pouring the foundation pit bottom plate in the removed area, and overlapping the foundation pit bottom plate with the initially poured foundation pit structure.
Preferably, the underground continuous wall is formed by arranging MJS-method piles, steel sheet piles or cast-in-situ bored piles; the temporary vertical shaft is constructed by the same construction method as the underground continuous wall.
Preferably, in step S2, the working area of the temporary shaft is 10-20 m2(ii) a The length of the single-side underground continuous wall of the foundation pit is not less than 50 m; the bottom of the temporary vertical shaft is 2-5 m away from the bottom of the foundation pit.
Preferably, in the step S3 of freezing hole construction, the freezing pipe is also used as a drill pipe to be accompanied into the soil body, and the freezing pipe is embedded into the underground continuous wall to a depth of not less than 0.5 m.
Preferably, in step S5, the freezing temperature of the horizontal back cover frozen wall is-8 to-13 ℃ and the thickness is not less than 1.6 m.
Preferably, in step S6, the saline main pipe of the exposed freezing system is fixed by using a bracket along with the removal of the temporary shaft during the excavation process; and after the foundation pit structure is poured, removing the residual structure of the temporary vertical shaft, stopping freezing, filling the bottom of the temporary vertical shaft to be level with the foundation pit bottom plate, and pouring the residual foundation pit bottom plate.
Preferably, in step S6 and step S7, the interval from freezing stopping to the final pouring of the foundation pit structure is not more than 3 days.
Preferably, the method further comprises step S8: and tracking grouting according to the settlement degree after the foundation pit structure is poured, wherein the grouting time is not less than the total time of the freezing period of the horizontal bottom sealing frozen wall and the freezing period of maintenance, and the grouting amount is not less than 15% of the freezing volume amount.
Preferably, in step S8, a grouting hole is reserved on the foundation pit bottom plate, and grouting is stopped when the deformation of the foundation pit bottom is not greater than 0.5 mm every 15 days and the deformation is not greater than 1.0 mm after 30 days of accumulation.
Preferably, in step S7, the temporary shaft dismantling area is connected with the first foundation pit pouring structure, and a water stop steel plate and a steel edge water stop belt are installed at the connection; and in step S8, tracking and grouting the foundation pit bottom plate by using the reserved grouting holes.
Adopt the produced beneficial effect of above-mentioned technical scheme to lie in: compared with the prior art, the invention constructs the temporary vertical shaft in the center of the foundation pit, constructs the operation space for freezing and reinforcing the bottom of the foundation pit in the later period, adopts the freezing method to seal the bottom of the foundation pit, and artificially constructs the water-proof stratum at the bottom to realize the non-drainage excavation of the foundation pit. The method solves the problem that the bottom of the permeable stratum cannot effectively insulate water when the foundation pit is constructed, greatly reduces the construction cost and the construction period of foundation pit reinforcement by utilizing the foundation pit reinforcement method combining the traditional cement-based underground continuous wall and the artificial freezing method, reduces the engineering cost, solves the problem of high large-range freezing cost, and improves the safety and the economic rationality of the engineering. The invention is suitable for the non-drainage excavation of the foundation pit of the complex permeable stratum, and can effectively reduce the damage of the foundation pit construction to the surrounding environment and reduce the waste of water resources.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a schematic view of the invention in the process of excavating a foundation pit and casting the structure of the foundation pit;
FIG. 2 is a layout diagram of a temporary vertical shaft and a freezing pipe in a foundation pit according to an embodiment of the invention;
in the figure: 1-a temporary shaft; 2-underground continuous wall; 3-freezing the tube; 4-horizontal bottom sealing and wall freezing; 5, a foundation pit structure; 6-reserving grouting holes.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
A combined freezing and reinforcing method for non-drainage excavation of a large foundation pit comprises the following steps:
s1: construction preparation and temporary shaft position determination: the method comprises the steps of determining the positions and the number of the temporary vertical shafts 1 in a foundation pit according to the shape of the foundation pit and the arrangement of the underground continuous walls 2, wherein the section of each temporary vertical shaft 1 is rectangular or circular, and the number of the temporary vertical shafts 1 is more than one. As shown in fig. 2, when there is one temporary shaft, it is preferably arranged in the middle of the foundation pit. The cross section of the foundation pit can be in a circular shape, a rectangular shape or other shapes, and the length of the unilateral underground continuous wall 2 of the foundation pit is not more than 50 m.
S2: constructing a temporary vertical shaft and an underground continuous wall: simultaneously constructing a temporary vertical shaft 1 and peripheral underground continuous walls 2, sealing the bottom of the temporary vertical shaft 1, and not sealing the bottom of the underground continuous walls 2; the bottom elevation of the temporary vertical shaft 1 is arranged below the elevation of the foundation pit bottom plate 5. During specific construction, the distance between the bottom of the temporary vertical shaft 1 and the lower part of the foundation pit bottom plate is 2-5 m. According to the construction period and conditions, if allowed, the device such as the orifice pipe for drilling the freezing pipe is pre-buried along with the construction 1 of the central temporary shaft. When the horizontal back cover freezing wall 4 is frozen in the later period, namely, the horizontal back cover freezing wall 4 is utilized to realize the lap joint compatibility of the bottom of the temporary vertical shaft 1 and the bottom of the underground continuous wall 2, namely, the bottom back cover of the underground continuous wall 2 is realized.
Wherein the working area of the temporary shaft 1 is 10-20 m2Constructing an operation space for later freezing reinforcement; the underground continuous wall 2 around the foundation pit adopts a traditional underground continuous wall structure and is formed by arranging MJS construction method piles, steel sheet piles, bored concrete piles and the like. The underground continuous wall needs to have enough bearing and water sealing capacity. The temporary shaft 1 is constructed in the same construction method as the underground continuous wall 2.
S3: freezing pipe construction: the method comprises the following steps of excavating a temporary vertical shaft by micro construction machinery or manpower, drilling a freezing hole in the side wall of the bottom of the temporary vertical shaft 1, and horizontally paving freezing pipes 3, wherein the freezing pipes 3 are arranged between the temporary vertical shaft 1 and an underground continuous wall 2 in a divergent manner; one end of the freezing pipe 3 is connected with the temporary shaft 1, and the other end of the freezing pipe 3 extends into the underground continuous wall 2. In the construction of the freezing hole, the freezing pipe is also used as a drill rod to enter a soil body along with the drill rod, the depth of the freezing pipe embedded into the underground continuous wall is not less than 0.5 m, and the effective lap joint of the horizontal bottom-sealed freezing wall 4 and the underground continuous wall 2 at the later stage is realized.
And a drilling machine and transportation and passing equipment are installed in the central temporary vertical shaft 1, and the horizontal freezing hole drilling is started.
S4: detecting a freezing hole and a freezing pipe: the skewness of the frozen hole is not more than 1%, so that the quality of the formed hole is ensured; and the freezing pipe 3 is pressed and tested for inclination measurement. All the freezing pipes 3 are required to be pressed and tested for leakage, and hole repairing or casing pipe setting treatment is carried out on the freezing pipes 3 which have overlarge deflection or unqualified pressure maintaining, so that the horizontal bottom sealing freezing wall 4 is ensured to be formed well. And connecting the freezing pipe 3 with a freezing system if the detection is qualified.
S5: freezing by a horizontal sealing frozen wall: starting a freezing system to freeze to form a standard horizontal bottom-sealed freezing wall 4, wherein the horizontal bottom-sealed freezing wall 4 is connected with an underground continuous wall to be compact; and the upper surface thereof is flush with the elevation of the foundation pit structure 5. And (3) performing bottom freezing reinforcement through the horizontal bottom-sealed freezing wall 4 to finally form the horizontal bottom-sealed freezing wall 4 with the compression resistance and water sealing capacity and form good lap joint with the underground continuous wall 2. The construction requirements are as follows:
the freezing temperature of the horizontal bottom-sealed freezing wall 4 is-8 to-13 ℃, and the thickness is not less than 1.6 m; the hydration heat of the underground diaphragm wall 2 should be substantially lost before freezing of the horizontal back-cover freezing wall 4 begins, otherwise, a freezing strengthening measure should be taken.
S6: excavation of a foundation pit and pouring of a foundation pit structure: after the horizontal bottom-sealed frozen wall 4 is frozen, starting to excavate a foundation pit without draining water and construct the foundation pit, excavating the foundation pit to the depth of a foundation pit bottom plate 5, pouring a foundation pit structure 5 after the excavation is finished, and arranging a post-pouring belt at the connecting range of the foundation pit and the temporary vertical shaft during pouring; the temporary shaft 1 is removed during the excavation.
When the length of a single side of the foundation pit is more than 50m, the bottom of the foundation pit can be frozen in a partition mode by increasing the number of the temporary vertical shafts 1; and an inner support is arranged inside the foundation pit, and the excavation process of the foundation pit is shown in figure 1.
S7: stopping freezing: after the foundation pit structure 5 is poured, removing the rest temporary vertical shaft 1 part, stopping freezing, cutting off and sealing the freezing hole; and pouring the foundation pit structure 5 in the demolished area again, and overlapping the foundation pit structure 5 which is poured for the first time. The construction requirements are as follows:
the temporary vertical shaft 1 is removed in the excavation process, and the brine main pipe of the exposed freezing system is fixed by a support; and after the foundation pit structure 5 is poured, removing the residual structure of the temporary vertical shaft, stopping freezing, filling the bottom of the temporary vertical shaft to be level with the foundation pit bottom plate, and pouring the residual foundation pit bottom plate.
And (4) completing connection with a first-time pouring foundation pit structure in a temporary shaft dismantling area, and arranging a water stop steel plate and a steel-edge water stop belt post-pouring belt at the joint. Grouting holes 6 are reserved on a bottom plate of the foundation pit structure 5, grouting is tracked by the reserved grouting holes 6 in the later stage, foundation pit settlement is treated, and settlement deformation control of the foundation pit structure 5 is achieved.
Note that: and (4) from freezing stopping to final pouring of the foundation pit structure, wherein the interval time is not more than 3 days.
Step S8: and tracking grouting is carried out according to the settlement degree after the foundation pit structure 5 is poured, and tracking grouting is carried out on the foundation pit structure 5 by utilizing the reserved grouting holes 6. The grouting time is not less than the total time of the freezing period of the horizontal sealing bottom freezing wall and the maintenance freezing period, and the grouting amount is not less than 15% of the freezing volume amount. And stopping grouting when the deformation of the bottom of the foundation pit is not more than 0.5 mm every 15 days and the deformation is not more than 1.0 mm after 30 days are accumulated.
According to the invention, the traditional underground continuous wall 2 is adopted as a maintenance structure of the foundation pit at the periphery of the foundation pit, the horizontal bottom-sealed frozen wall 4 formed by an artificial freezing method is adopted at the bottom of the foundation pit and is used as a waterproof layer and a reinforcing layer at the bottom of the foundation pit, and the waterproof layer and the reinforcing layer are combined to realize the support of the whole foundation pit. The foundation pit reinforcing method combining the traditional cement-based underground continuous wall and the artificial freezing method is utilized, and the traditional underground continuous wall is combined with the artificial freezing method for reinforcing the foundation pit, so that the construction cost and the construction period of foundation pit reinforcement are greatly reduced, and the safety of the engineering is improved by means of the characteristics of low construction cost and mature process of the traditional underground continuous wall and the characteristic of good water sealing property of the artificial freezing method.
Various modifications and improvements of the technical solution of the present invention, which are made by those skilled in the art, should fall within the protection scope defined by the claims of the present invention, and the present invention is not limited by the specific embodiments disclosed above.
Claims (10)
1. The combined freezing and reinforcing method for the non-drainage excavation of the large foundation pit is characterized by comprising the following steps of:
s1: construction preparation and temporary shaft position determination: determining the positions and the number of temporary vertical shafts in the foundation pit according to the shape of the foundation pit and the arrangement of the underground continuous wall, wherein the section of each temporary vertical shaft is rectangular or circular, and the temporary vertical shafts are arranged in the middle of the foundation pit;
s2: constructing a temporary vertical shaft and an underground continuous wall: simultaneously constructing a temporary vertical shaft and a peripheral underground continuous wall, sealing the bottom of the temporary vertical shaft, and not sealing the bottom of the underground continuous wall; the bottom elevation of the temporary vertical shaft is below the elevation of the bottom plate of the foundation pit;
s3: freezing pipe construction: the method comprises the following steps of excavating a temporary vertical shaft by micro construction machinery or manpower, drilling a freezing hole in the side wall of the bottom of the temporary vertical shaft, and paving a horizontal freezing pipe, wherein the freezing pipe is arranged between the temporary vertical shaft and an underground continuous wall in a divergent manner; one end of the freezing pipe is connected with the temporary vertical shaft, and the other end of the freezing pipe extends into the underground continuous wall;
s4: detecting a freezing hole and a freezing pipe: the skewness of the freezing hole is not more than 1%, and the freezing pipe is subjected to pressurizing and inclination measuring detection; connecting the freezing pipe with a freezing system when the freezing pipe is qualified;
s5: freezing by a horizontal sealing frozen wall: starting the freezing system to freeze to form a horizontal bottom-sealed freezing wall, wherein the horizontal bottom-sealed freezing wall is closely connected with the underground continuous wall;
s6: excavation of a foundation pit and pouring of a foundation pit structure: after the horizontal bottom-sealed frozen wall is frozen, starting excavation of the foundation pit, and dismantling the temporary vertical shaft above the excavation depth in the excavation process; excavating the foundation pit to the depth of a foundation pit bottom plate, pouring a foundation pit structure, and arranging a post-pouring belt at the connecting range of the temporary vertical shaft during pouring;
s7: stopping freezing: and after the foundation pit structure is poured, removing the residual temporary shaft part and stopping freezing, pouring the foundation pit bottom plate in the removed area, and overlapping the foundation pit bottom plate with the initially poured foundation pit structure.
2. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 1, wherein the method comprises the following steps: the underground continuous wall is formed by arranging MJS construction method piles, steel plate piles or cast-in-situ bored piles; the temporary vertical shaft is constructed by the same construction method as the underground continuous wall.
3. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 1, wherein the method comprises the following steps: in step S2, the working area of the temporary shaft is 10-20 m2(ii) a The length of the single-side underground continuous wall of the foundation pit is not less than 50 m; the bottom of the temporary vertical shaft is 2-5 m away from the bottom of the foundation pit.
4. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 1, wherein the method comprises the following steps: in step S3, in the construction of freezing holes, the freezing pipes are also used as drill pipes to enter the soil body along with the drill pipes, and the depth of the freezing pipes embedded into the underground continuous wall is not less than 0.5 m.
5. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 1, wherein the method comprises the following steps: in step S5, the freezing temperature of the horizontal back cover freezing wall is-8 to-13 ℃, and the thickness is not less than 1.6 m.
6. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 1, wherein the method comprises the following steps: in step S6, fixing the brine main pipe of the exposed freezing system by using a bracket along with the removal of the temporary shaft during the excavation process; and after the foundation pit structure is poured, removing the residual structure of the temporary vertical shaft, stopping freezing, filling the bottom of the temporary vertical shaft to be level with the foundation pit bottom plate, and pouring the residual foundation pit bottom plate.
7. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 1, wherein the method comprises the following steps: in the steps S6 and S7, the time interval from freezing stopping to the final pouring of the foundation pit structure is not more than 3 days.
8. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to any one of claims 1 to 7, wherein: further comprising step S8: and tracking grouting according to the settlement degree after the foundation pit structure is poured, wherein the grouting time is not less than the total time of the freezing period of the horizontal bottom sealing frozen wall and the freezing period of maintenance, and the grouting amount is not less than 15% of the freezing volume amount.
9. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 8, wherein: in step S8, a grouting hole is reserved in the foundation pit bottom plate, and grouting is stopped when the deformation of the foundation pit bottom is not greater than 0.5 mm every 15 days and the deformation is not greater than 1.0 mm in 30 days.
10. The large foundation pit non-drainage excavation combined freezing and reinforcing method according to claim 9, wherein: in step S7, the temporary shaft demolition area is connected with the first foundation pit pouring structure, and a water stop steel plate and a steel-edged water stop are installed at the connection; and in step S8, tracking and grouting the foundation pit bottom plate by using the reserved grouting holes.
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| CN114032938B (en) * | 2021-11-24 | 2023-12-05 | 上海建工集团股份有限公司 | Deep foundation pit horizontal freezing back cover construction method |
| CN115094953B (en) * | 2022-07-07 | 2024-02-06 | 西安热工研究院有限公司 | Vertical shaft of gravity compressed air energy storage system for loose stratum and construction method |
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| JP3395093B2 (en) * | 1994-05-11 | 2003-04-07 | 清水建設株式会社 | Construction method of underground diaphragm wall in frozen soil |
| CN105926636B (en) * | 2016-05-13 | 2018-03-20 | 中国矿业大学 | Deep Foundation Pit Frozen back cover construction method |
| CN105908765B (en) * | 2016-06-16 | 2018-11-30 | 中铁工程设计咨询集团有限公司 | For protecting the open trench tunnel water sealing structure and construction method of groundwater environment |
| CN106088104A (en) * | 2016-06-27 | 2016-11-09 | 中国矿业大学 | The construction method of manual pipe jacking associating diaphram wall supporting ultra-deep foundation pit |
| CN108978669A (en) * | 2017-12-07 | 2018-12-11 | 中国矿业大学 | One kind is combined for ultra-deep foundation pit freezes back cover construction method |
| CN209539356U (en) * | 2018-12-25 | 2019-10-25 | 武汉市市政建设集团有限公司 | The simulation system that subway station bottom frozen construction influences station structure |
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