CN115094905A - Construction method for large-scale foundation pit underground engineering center-to-periphery prefabricated assembly structure - Google Patents
Construction method for large-scale foundation pit underground engineering center-to-periphery prefabricated assembly structure Download PDFInfo
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- CN115094905A CN115094905A CN202210916419.6A CN202210916419A CN115094905A CN 115094905 A CN115094905 A CN 115094905A CN 202210916419 A CN202210916419 A CN 202210916419A CN 115094905 A CN115094905 A CN 115094905A
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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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
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- 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
- 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
- E02D31/10—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 soil pressure or hydraulic pressure
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
Abstract
The application discloses a construction method of a prefabricated assembly structure of a large foundation pit underground engineering from the center to the periphery, which relates to the field of prefabricated assembly construction of the foundation pit underground engineering and comprises the following steps: s1: constructing a ground connection wall at the periphery of the foundation pit, and excavating soil from the central area of the foundation pit to form a stepped basin-type foundation pit; s2: hoisting the prefabricated bottom plate in the central area of the foundation pit in blocks; s3: hoisting components such as a bottom precast beam, a column, a floor slab and the like of the underground structure in the central area of the foundation pit; s4: hoisting components such as two-layer precast beams, columns, floor slabs and the like of the underground structure in the central area of the foundation pit; s5: and excavating and hoisting the rest area around the central area of the construction foundation pit in a partition and cabin mode until the whole construction of the underground structure of the large foundation pit is completed. This application is through forming stable structure in the regional early phase in foundation ditch central point, and then subregion divide storehouse excavation and hoist and mount construction are regional all around, have and utilize prefabricated assembled component under the requirement of the large-scale foundation ditch of effective control deformation, accelerate foundation ditch underground works construction speed's effect by a wide margin.
Description
Technical Field
The application relates to the field of prefabricated assembly construction of underground engineering of foundation pits, in particular to a construction method for a large-scale prefabricated assembly structure of the underground engineering of the foundation pit from the center to the periphery.
Background
With the continuous advance of urbanization process in China, underground engineering of basements, tunnels and the like in cities is becoming more common.
In order to improve the construction speed of the foundation pit underground engineering, the construction of the foundation pit underground engineering in the related art can be completed by hoisting the prefabricated beam, the column, the floor slab and other members by using a prefabricated assembly structure.
Aiming at the related technologies, the inventor finds that the requirements of foundation pit deformation control are met, in the related technologies, the construction of a bottom plate in foundation pit underground engineering still adopts concrete pouring molding, and the construction speed needs to be further improved; in a large foundation pit with a size of more than ten thousand square meters, the requirement for controlling the deformation of the foundation pit is higher, and the construction time spent on the underground engineering of the foundation pit adopting a cast-in-place structure is longer, so that a construction method is urgently needed, and the construction speed of the large foundation pit can be increased under the requirement for effectively controlling the deformation of the large foundation pit.
Disclosure of Invention
In order to accelerate the construction speed of large and ultra-large foundation pits under the requirement of effectively controlling the deformation of the large foundation pit, the application provides a construction method for prefabricating an assembly structure from the center to the periphery of underground engineering of the large foundation pit.
The construction method for prefabricating the assembly structure from the center to the periphery of the large foundation pit underground engineering adopts the following technical scheme:
a construction method for prefabricating an assembly structure from the center to the periphery of a large-sized foundation pit underground engineering comprises the following steps:
s1: constructing a diaphragm wall at the periphery of the foundation pit, and excavating from the central area of the foundation pit to form a stepped basin-type foundation pit;
s2: hoisting the prefabricated bottom plate in the center area of the foundation pit in blocks;
s3: hoisting components such as a bottom precast beam, a column, a floor slab and the like of the underground structure in the central area of the foundation pit;
s4: hoisting members such as two-layer precast beams, columns, floor slabs and the like of the underground structure in the central area of the foundation pit;
s5: and excavating and hoisting the rest area around the central area of the construction foundation pit in a partition and cabin mode until the whole construction of the underground structure of the large foundation pit is completed.
By adopting the technical scheme, during construction, the diaphragm wall is firstly constructed at the periphery of the foundation pit, excavation construction is started from the central area of the foundation pit to form a stepped basin-shaped foundation pit, then the components such as the prefabricated bottom plate of the central area, the bottom layer and two layers of prefabricated beams, columns, floor slabs and the like are hoisted in sequence, a stable structure is formed in the central area of the foundation pit in advance, then the residual areas around the central area of the foundation pit are constructed by partition and cabin-by-cabin excavation and hoisting, so that prefabricated components can be applied under the requirement of effectively controlling the deformation of the large foundation pit, and the construction speed of underground engineering of the foundation pit is greatly accelerated.
Optionally, step S5 includes the following steps:
s51: selecting a side soil slope from adjacent sides around the central area of the foundation pit for excavation and hoisting construction;
s52: in the step S5, the area of the side soil slope adjacent to the corner is a cabin C area, and the cabin C area is excavated and hoisted;
s53: and performing the same construction process as the steps S51-S52 on the other side of the soil slope around the central area of the foundation pit until the construction is completed in the peripheral area of the central area of the foundation pit.
By adopting the technical scheme, for the soil slopes around the central area of the foundation pit, when the actual construction is considered, the hoisted area structure can provide larger supporting force compared with the passive soil pressure of the area which is not hoisted, so that the excavation and hoisting construction is firstly carried out on the soil slopes on one side around the central area of the foundation pit, the corner area adjacent to one side is constructed, the optimal construction route is formed as far as possible, the early-stage structure is utilized to resist the active soil pressure to a greater extent, the deformation of the foundation pit is effectively controlled in the construction process of the underground engineering of the large foundation pit, and the whole construction is rapid and safe.
Optionally, in step S5, the construction of steps S51-S52 is performed simultaneously on four sides of the center region of the foundation pit.
By adopting the technical scheme, the construction speed of the foundation pit underground engineering can be further accelerated.
Optionally, in step S51, selecting one side soil slope from the adjacent sides around the central region of the foundation pit for partitioning and binning, and dividing the selected side soil slope into a bin a region and a bin B region, where the bin a region and the bin B region are alternately arranged on the soil slope on one side of the foundation pit, and step S51 includes the following steps:
s511: excavating the warehouse area A;
s512: sequentially hoisting the prefabricated bottom plate, the bottom layer and the second layer of prefabricated beams, columns, floor slabs and other members in the storehouse A area;
s513: excavating the cabin B area;
s514: and sequentially hoisting the prefabricated bottom plate, the bottom layer, the second layer of prefabricated beam, the column, the floor slab and other members of the B bin area.
By adopting the technical scheme, the adjacent edges around the central area of the foundation pit are divided into the regions and the bins, the bin A region is firstly excavated and hoisted, and then the bin B region is excavated and hoisted, so that when the bin A region is excavated, the passive soil of the bin B region and the prefabricated assembly structure of the central area are obtained, and the support force is provided together to resist the active soil pressure; when the bin B area is excavated, the adjacent passive soil, the prefabricated assembly structure of the bin A area and the prefabricated assembly structure of the central area are obtained, and a supporting force is provided together to resist the pressure of the active soil and control the deformation of the foundation pit.
Optionally, step S52 includes the following steps:
s521: excavating the C bin area;
s522: and sequentially hoisting the prefabricated bottom plate, the bottom layer, the two layers of prefabricated beams, the two layers of columns, the two layers of floor slabs and other components in the C bin area.
By adopting the technical scheme, when the C bin area is excavated, the prefabricated assembly structure close to the peripheral passive soil, the B bin area and the central area can be obtained, the supporting force is provided together to resist the active soil pressure, the deformation of the foundation pit is further controlled, and the whole construction of the large-scale foundation pit underground engineering is rapid and safe.
Optionally, in the steps S2-S5, the tower crane construction wharf is arranged outside the foundation pit.
By adopting the technical scheme, the tower crane construction wharf is arranged outside the foundation pit, so that the tower crane can be conveniently scheduled on a construction site.
Optionally, a tower crane space is reserved in steps S2-S4, and in steps S2-S5, a tower crane construction wharf is arranged in the center area of the foundation pit.
By adopting the technical scheme, the tower crane construction wharf is arranged in the central area of the foundation pit, so that on one hand, the establishment of tower cranes beside the foundation pit can be omitted or reduced, and the loading effect of tower cranes established around the foundation pit on the soil at the bottom of the foundation pit into the foundation pit is reduced; and on the other hand, the bottom of the foundation pit can be restrained from bulging, and the deformation of the foundation pit is further controlled.
Optionally, after the tower crane leaves the field, the pre-reserved tower crane space is supplemented after the prefabricated part is hoisted.
By adopting the technical scheme, the construction time is further saved, and the design is more comprehensive.
In summary, the present application includes at least one of the following beneficial technical effects:
during construction, firstly constructing a diaphragm wall at the periphery of a foundation pit, excavating from a central area of the foundation pit to form a stepped basin-type foundation pit, then sequentially hoisting a prefabricated bottom plate, a bottom layer, two layers of prefabricated beams, columns, floor slabs and other components in the central area, forming a stable structure in the central area of the foundation pit in advance, and then excavating and hoisting the rest area around the central area of the foundation pit in a partition-by-partition manner, so that prefabricated components can be applied under the requirement of effectively controlling the deformation of a large foundation pit, and the construction speed of underground engineering of the foundation pit is greatly accelerated;
regarding the soil slopes around the central area of the foundation pit, considering that during actual construction, the lifted area structure can provide larger supporting force compared with the passive soil pressure of the area which is not lifted, so that the soil slopes on one side around the central area of the foundation pit are firstly excavated and lifted, and then the corner area adjacent to one side is constructed; furthermore, each side of the adjacent edge of the periphery of the central area of the foundation pit is divided into different bins, namely, a bin A area is firstly excavated and hoisted, and then a bin B area is excavated and hoisted, so that when the bin A area is excavated, passive soil of the bin B area and a prefabricated assembly structure of the central area are obtained, and a supporting force is provided together to resist the pressure of the active soil; when a cabin B area is excavated, adjacent peripheral passive soil, a cabin A area prefabricated assembly structure and a central area prefabricated assembly structure are obtained, and a supporting force is provided to resist the pressure of the active soil together; when a C bin area is excavated, adjacent peripheral passive soil, a B bin area prefabricated assembly structure and a central area prefabricated assembly structure are obtained, and a supporting force is provided to resist the pressure of the active soil together; further, a construction route capable of utilizing the advanced structure to a greater extent is formed, active soil pressure is resisted, and deformation of the foundation pit is effectively controlled in the construction process of large-scale foundation pit underground engineering, so that the whole construction is rapid and safe;
reserving a tower crane space, and arranging a tower crane construction wharf in the central area of the foundation pit, so that on one hand, the establishment of tower cranes beside the foundation pit can be omitted or reduced, and the loading effect of tower cranes established around the foundation pit on the bottom soil into the foundation pit is reduced; on the other hand, the bottom of the foundation pit can be restrained from bulging, and the deformation of the foundation pit is further controlled; after the tower crane leaves the field, the pre-reserved tower crane space is supplemented after the prefabricated part is hoisted, so that the construction time is saved, and the design is more comprehensive.
Drawings
FIG. 1 is a flow chart of a construction method in embodiment 1 of the present application;
fig. 2 is a schematic structural diagram of a stepped basin-type foundation pit in embodiment 1 of the present application;
fig. 3 is a schematic structural diagram of a prefabricated bottom plate of a foundation pit central area after being hoisted in embodiment 1 of the application;
fig. 4 is a schematic structural view of the foundation pit in embodiment 1 after hoisting the bottom precast beam, column, floor slab and other members of the underground structure in the central region of the foundation pit;
fig. 5 is a schematic structural view of a two-layer precast beam, a column, a floor slab and other members of an underground structure in the central region of a foundation pit after hoisting in embodiment 1 of the application;
fig. 6 is a schematic structural diagram of the foundation pit underground engineering in embodiment 1 of the present application after the whole construction is completed;
fig. 7 is a schematic view illustrating partitioned bins on one side of the periphery of a central region of a foundation pit in embodiment 1 of the present application;
fig. 8 is a schematic view illustrating partitioned bins on two adjacent sides around a central region of a foundation pit in embodiment 1 of the present application.
Reference numerals: 1. a bin A area; 2. a bin B area; 3. and C, a cabin area.
Detailed Description
The present application is described in further detail below with reference to figures 1-8.
The embodiment of the application discloses a construction method for a prefabricated structure of a large foundation pit underground engineering from the center to the periphery.
Example 1:
referring to fig. 1, a construction method for prefabricating an assembly structure from the center to the periphery of a large foundation pit underground engineering comprises the following steps:
s1: referring to fig. 1 and 2, a diaphragm wall is constructed around a foundation pit, and excavation is performed from the central region of the foundation pit to form a stepped basin-type foundation pit.
S2: referring to fig. 1 and 3, the tower crane construction wharf is arranged outside the foundation pit through cast-in-place concrete or assembled steel supports, and the prefabricated bottom plate in the center area of the foundation pit is hoisted in blocks.
S3: referring to fig. 1 and 4, hoisting the bottom precast beam, the column, the floor slab and other members of the underground structure in the central area of the foundation pit.
S4: referring to fig. 1 and 5, hoisting members such as two-layer precast beams, columns, floor slabs and the like of the underground structure in the central area of the foundation pit.
S5: referring to fig. 1 and 6, the remaining areas around the central area of the construction foundation pit are excavated and hoisted in a partition-by-partition manner until the whole construction of the underground structure of the large foundation pit is completed.
In detail, referring to fig. 7 and 8, selecting one side soil slope from the adjacent sides around the central area of the foundation pit for partition and storage, wherein the one side soil slope is divided into a storage area a 1 and a storage area B2, and the storage areas a 1 and B2 are alternately arranged on the soil slope on one side of the foundation pit.
Step S5 includes S51, S52 and S53, wherein step S51 includes S511, S512, S513 and S514, and step S21 includes S521 and S23.
S51: and selecting one side soil slope from the adjacent sides around the central area of the foundation pit for excavation and hoisting construction.
S511: excavating a cabin area A1; at the moment, the passive soil and the central area of the B bin area 2 are prefabricated into an assembly structure, and support force is provided together to resist active soil pressure and control foundation pit deformation.
S512: sequentially hoisting the prefabricated bottom plate, the bottom layer and the prefabricated beam, the column, the floor slab and other members of the second floor in the storehouse area A1.
S513: excavating a cabin B area 2; at the moment, the prefabricated assembly structures close to the peripheral passive soil, the A bin area 1 and the central area prefabricated assembly structure provide supporting force together to resist the pressure of the active soil and control the deformation of the foundation pit.
S514: and hoisting the prefabricated bottom plate, the bottom layer and the prefabricated beam, the column, the floor slab and other members of the second floor in the B bin area 2 in sequence.
S52: in the step S5, the area of the side soil slope adjacent to the corner is a C cabin area 3, and the C cabin area 3 is excavated and hoisted;
s521: excavating a C cabin area 3; at the moment, the prefabricated assembly structures close to the peripheral passive soil, the B bin area 2 and the central area provide supporting force together to resist the pressure of the active soil and control the deformation of the foundation pit.
S522: and hoisting the prefabricated bottom plate and the bottom layer of the C bin area 3, the two layers of prefabricated beams, the two layers of prefabricated columns, the two layers of floor slabs and other components in sequence.
S53: and performing the same construction process as the steps S51-S52 on the other side of the soil slope around the central area of the foundation pit until the construction is completed in the peripheral area of the central area of the foundation pit.
The construction sequence of each side is S511-S512-S513-S514-S521-S522, and for the soil slopes around the central area of the foundation pit, when the actual construction is considered, the hoisted area structure can provide larger supporting force compared with the passive soil pressure of the area which is not hoisted, so that the soil slopes on one side around the central area of the foundation pit are firstly excavated and hoisted, and then the corner area adjacent to one side is constructed.
Furthermore, each side of the adjacent edge around the center area of the foundation pit is subjected to partition and cabin-division excavation and hoisting construction. The method comprises the following steps of firstly excavating and hoisting a cabin area A1, and then excavating and hoisting a cabin area B2, so that passive soil and a central area prefabricated assembly structure of the cabin area B2 are obtained when the cabin area A1 is excavated, and supporting force is provided jointly to resist active soil pressure. When the cabin B area 2 is excavated, the adjacent passive soil, the prefabricated assembly structure of the cabin A area 1 and the prefabricated assembly structure of the central area are obtained, and a supporting force is provided to resist the pressure of the active soil. When the C bin area 3 is excavated, the adjacent peripheral passive soil (the adjacent passive soil on the other side), the prefabricated assembly structure of the B bin area 2 and the prefabricated assembly structure of the central area are obtained, and support force is provided jointly to resist the active soil pressure. And an optimal construction route (the cabin area A1-the cabin area B2-the cabin area C3-the cabin area A1-the cabin area B2-the cabin area C3) is formed, the early-stage structure can be utilized to a greater extent to resist active soil pressure, the deformation of the foundation pit is effectively controlled in the construction process of underground engineering of the large foundation pit, and the whole construction is rapid and safe.
Furthermore, in step S5, the construction in steps S51-S52 is performed simultaneously on four sides of the center area of the foundation pit, i.e. four ways (bin a 1-bin B2-bin C3) are performed simultaneously, which can further accelerate the construction speed of the underground construction of the foundation pit.
The implementation principle of the embodiment 1 is as follows: during construction, firstly constructing a diaphragm wall at the periphery of a foundation pit, excavating from a center area of the foundation pit to form a stepped basin-type foundation pit, then sequentially hoisting components such as a prefabricated bottom plate of the center area, a bottom layer, two layers of prefabricated beams, columns, a floor slab and the like, forming a stable structure in the center area of the foundation pit in advance, and then excavating and hoisting the rest areas around the center area of the foundation pit in a partition and separate bin manner, so that the requirement of effectively controlling the deformation of the foundation pit can be met by utilizing the advanced structure, and further, prefabricated components are utilized in the large foundation pit to greatly accelerate the construction speed of underground engineering of the foundation pit, and the whole construction is rapid and safe.
Example 2:
the difference between the embodiment and the embodiment 1 is that a tower crane space is reserved in steps S2-S4, a tower crane construction wharf is arranged in a center area of a foundation pit in steps S2-S5, and after the tower crane leaves the field, the tower crane space reserved in advance is repaired by hoisting prefabricated parts.
The implementation principle of the embodiment 2 is as follows: and reserving a tower crane space in the steps S2-S4, and arranging a tower crane construction wharf in the central area of the foundation pit, wherein on one hand, the arrangement of a tower crane at the edge of the foundation pit can be omitted or reduced, and the pile loading effect of the tower cranes arranged at the periphery of the foundation pit on the soil at the bottom of the foundation pit into the foundation pit is reduced. And on the other hand, the tower crane is positioned in the center of the foundation pit, so that the bottom uplift of the foundation pit can be inhibited, and the deformation of the foundation pit can be further controlled. After the tower crane leaves the field, the pre-reserved tower crane space is supplemented after the prefabricated part is hoisted, so that the construction time is saved, and the design is more comprehensive.
The above are preferred embodiments of the present application, and the scope of protection of the present application is not limited thereto, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (8)
1. A construction method for prefabricating an assembly structure from the center to the periphery of a large-sized foundation pit underground engineering is characterized by comprising the following steps: the method comprises the following steps:
s1: constructing a diaphragm wall at the periphery of the foundation pit, and excavating from the central area of the foundation pit to form a stepped basin-type foundation pit;
s2: hoisting the prefabricated bottom plate in the central area of the foundation pit in blocks;
s3: hoisting components such as a bottom precast beam, a column, a floor slab and the like of an underground structure in the central area of the foundation pit;
s4: hoisting components such as two-layer precast beams, columns, floor slabs and the like of the underground structure in the central area of the foundation pit;
s5: and excavating and hoisting the rest area around the central area of the construction foundation pit in a partition and cabin mode until the whole construction of the underground structure of the large foundation pit is completed.
2. The construction method of the prefabricated assembly structure of the large-scale foundation pit underground engineering center to the periphery according to claim 1, characterized in that: step S5 includes the following steps:
s51: selecting one side soil slope from adjacent sides around the central area of the foundation pit for excavation and hoisting construction;
s52: in the step S5, the area of the side soil slope adjacent to the corner is a C bin area (3), and the C bin area (3) is excavated and hoisted;
s53: and performing the same construction process as the steps S51-S52 on the other side of the soil slope around the central area of the foundation pit until the construction is completed in the peripheral area of the central area of the foundation pit.
3. The construction method of the prefabricated structure of the large foundation pit underground engineering from the center to the periphery as claimed in claim 2, characterized in that: in step S5, the construction of steps S51-S52 is performed simultaneously on the four sides of the center area of the foundation pit.
4. The construction method of the prefabricated assembly structure of the large-scale foundation pit underground engineering center to the periphery according to claim 2, characterized in that: in step S51, selecting one side soil slope from the adjacent sides around the center area of the foundation pit to perform partition and storage, and dividing the selected side soil slope into a storage area a (1) and a storage area B (2), wherein the storage areas a (1) and the storage area B (2) are alternately arranged on the soil slope on one side of the foundation pit, and step S51 includes the following steps:
s511: excavating the A cabin area (1);
s512: sequentially hoisting the prefabricated bottom plate, the bottom layer and two layers of prefabricated beams, columns, floor slabs and other components in the warehouse A area (1);
s513: excavating the bin B area (2);
s514: and sequentially hoisting the prefabricated bottom plate, the bottom layer and the two layers of prefabricated beams, columns, floor slabs and other components in the B bin area (2).
5. The construction method of the prefabricated assembly structure of the large-scale foundation pit underground engineering center to the periphery according to claim 3, characterized in that: step S52 includes the following steps:
s521: excavating the C bin area (3);
s522: and sequentially hoisting the prefabricated bottom plate and the bottom layer of the C bin area (3) and the components such as two layers of prefabricated beams, columns, floor slabs and the like.
6. The construction method of the prefabricated assembly structure of the large-scale foundation pit underground engineering center to the periphery according to claim 1, characterized in that: in steps S2-S5, the tower crane construction wharf is arranged outside the foundation pit.
7. The construction method of the prefabricated assembly structure of the large-scale foundation pit underground engineering center to the periphery according to claim 1, characterized in that: reserving a tower crane space in steps S2-S4, and arranging a tower crane construction wharf in a center area of a foundation pit in steps S2-S5.
8. The construction method of the prefabricated assembly structure of the large foundation pit underground engineering center to the periphery according to claim 7, characterized in that: and after the tower crane leaves the field, the pre-reserved tower crane space is supplemented after the prefabricated part is hoisted.
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Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH406991A (en) * | 1962-08-01 | 1966-01-31 | Walbroehl Heinrich | Device for supporting open construction pits |
| KR20000058239A (en) * | 1999-10-30 | 2000-10-05 | 홍원기 | Multi-phased underground construction method for wide excavation using permanent structural members as temporary struts |
| CN101418571A (en) * | 2008-10-15 | 2009-04-29 | 上海市第二市政工程有限公司 | Middle plate construction method of wide pit top-down construction |
| CN102995659A (en) * | 2012-12-03 | 2013-03-27 | 杭州南联地基基础工程有限公司 | Method for constructing from central area to periphery of ultra-large type underground engineering |
| CN105544569A (en) * | 2015-12-11 | 2016-05-04 | 中铁大桥局集团第二工程有限公司 | Block-by-block bottom sealing method for steel sheet pile cofferdam |
| CN105951843A (en) * | 2016-06-17 | 2016-09-21 | 中建八局第建设有限公司 | Construction method of deep foundation pit |
| CN106245677A (en) * | 2016-08-01 | 2016-12-21 | 中国建筑第八工程局有限公司 | The construction method of the Group Buildings underground space |
| CN207143985U (en) * | 2017-08-24 | 2018-03-27 | 中国建筑第八工程局有限公司 | Tower crane |
| CN108643195A (en) * | 2018-06-27 | 2018-10-12 | 上海建工二建集团有限公司 | The main body of foundation pit and the integral system of supporting construction and method |
| CN110130356A (en) * | 2019-06-05 | 2019-08-16 | 汕头市建筑工程总公司 | A kind of muddy soft soil area basement cheats bottom monoblock type back cover construction method |
| CN209603163U (en) * | 2019-01-16 | 2019-11-08 | 孙伟 | A kind of tower crane bearing platform ruggedized construction |
-
2022
- 2022-08-01 CN CN202210916419.6A patent/CN115094905A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH406991A (en) * | 1962-08-01 | 1966-01-31 | Walbroehl Heinrich | Device for supporting open construction pits |
| KR20000058239A (en) * | 1999-10-30 | 2000-10-05 | 홍원기 | Multi-phased underground construction method for wide excavation using permanent structural members as temporary struts |
| CN101418571A (en) * | 2008-10-15 | 2009-04-29 | 上海市第二市政工程有限公司 | Middle plate construction method of wide pit top-down construction |
| CN102995659A (en) * | 2012-12-03 | 2013-03-27 | 杭州南联地基基础工程有限公司 | Method for constructing from central area to periphery of ultra-large type underground engineering |
| CN105544569A (en) * | 2015-12-11 | 2016-05-04 | 中铁大桥局集团第二工程有限公司 | Block-by-block bottom sealing method for steel sheet pile cofferdam |
| CN105951843A (en) * | 2016-06-17 | 2016-09-21 | 中建八局第建设有限公司 | Construction method of deep foundation pit |
| CN106245677A (en) * | 2016-08-01 | 2016-12-21 | 中国建筑第八工程局有限公司 | The construction method of the Group Buildings underground space |
| CN207143985U (en) * | 2017-08-24 | 2018-03-27 | 中国建筑第八工程局有限公司 | Tower crane |
| CN108643195A (en) * | 2018-06-27 | 2018-10-12 | 上海建工二建集团有限公司 | The main body of foundation pit and the integral system of supporting construction and method |
| CN209603163U (en) * | 2019-01-16 | 2019-11-08 | 孙伟 | A kind of tower crane bearing platform ruggedized construction |
| CN110130356A (en) * | 2019-06-05 | 2019-08-16 | 汕头市建筑工程总公司 | A kind of muddy soft soil area basement cheats bottom monoblock type back cover construction method |
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