CN114197533A - Method for constructing vertical shaft of ultra-high-rise deep foundation pit along straight edge in reverse direction - Google Patents
Method for constructing vertical shaft of ultra-high-rise deep foundation pit along straight edge in reverse direction Download PDFInfo
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- CN114197533A CN114197533A CN202111630496.7A CN202111630496A CN114197533A CN 114197533 A CN114197533 A CN 114197533A CN 202111630496 A CN202111630496 A CN 202111630496A CN 114197533 A CN114197533 A CN 114197533A
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- 238000000034 method Methods 0.000 title claims abstract description 19
- 238000010276 construction Methods 0.000 claims abstract description 81
- 238000005034 decoration Methods 0.000 claims abstract description 5
- 230000001360 synchronised effect Effects 0.000 claims abstract description 5
- 239000010410 layer Substances 0.000 claims description 49
- 238000005422 blasting Methods 0.000 claims description 19
- 238000009412 basement excavation Methods 0.000 claims description 16
- 239000002893 slag Substances 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 12
- 238000007599 discharging Methods 0.000 claims description 8
- 238000013016 damping Methods 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 4
- 238000005516 engineering process Methods 0.000 claims description 4
- 239000002360 explosive Substances 0.000 claims description 4
- 230000002093 peripheral effect Effects 0.000 claims description 4
- 239000002356 single layer Substances 0.000 claims description 4
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
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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
- E02D29/05—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 at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
- E02D29/055—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 at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench further excavation of the cross-section proceeding underneath an already installed part of the structure, e.g. the roof of a tunnel
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—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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Abstract
The invention discloses a method for constructing a vertical shaft of an ultra-high-rise deep foundation pit along the same side in a reverse mode, which comprises the following steps of: (1) firstly, constructing an underground diaphragm wall, synchronously constructing supporting piles and structural engineering piles of circular vertical shafts of a core barrel and four giant columns after positioning and determining the core barrel and the giant columns in a tower area, and constructing a basement structural column of a skirt building; (2) excavating earthwork of the circular vertical shaft; (3) constructing bearing platforms and basement structures of the core barrel and the giant column; (4) constructing a first-layer beam slab as a positive and negative working boundary; (5) - (9) reverse construction of underground part, sequential construction of overground part of the tower area and synchronous construction; (10) and finally, decoration and finishing construction. Compared with the simultaneous forward construction method or reverse construction method, the construction method of the invention greatly shortens the construction period and saves the construction cost.
Description
Technical Field
The invention relates to the technical field of ultra-high-rise deep foundation pit construction, in particular to a clockwise and anticlockwise construction method in a vertical shaft of an ultra-high-rise deep foundation pit, which is particularly suitable for the ultra-high-rise deep foundation pit of a giant column frame and core tube structure system.
Background
With the continuous development of urban construction, various types of underground engineering and deep foundation pit engineering are more and more, and an efficient and economic deep foundation pit construction method is particularly important. At present, the traditional super high-rise construction sequence is as follows: construction of a diaphragm wall of a deep foundation pit → construction of an inner support of the foundation pit layer by layer, excavation of earthwork to the bottom of the pit layer by layer → construction of a basement → construction of an overground super high-rise. And the other common construction method is reverse construction, after the building envelope, the engineering pile and the upright post pile are completed, a top plate of the underground structure is directly constructed, then, the earth excavation of each layer below the ground is sequentially carried out layer by layer downwards, the construction of each layer of basement floor slab is carried out layer by layer downwards, and the excavation of the lower layer of earth is carried out after the construction of the layer of floor slab is completed each time.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides a method for constructing a vertical shaft of an ultra-high-rise deep foundation pit along the same side in a reverse mode. The tower building area comprising the giant column frame and the core tube structure system is constructed by a forward construction method and the skirt building is constructed by a reverse construction method below the first-layer beam slab, and compared with the simultaneous forward construction method or the reverse construction method or the forward construction method and the reverse construction method, the construction method greatly shortens the construction period and saves the construction cost.
In order to achieve the aim, the invention provides a method for constructing a vertical shaft of an ultra-high layer deep foundation pit along the same side in a reverse mode, which comprises the following steps:
(1) firstly, constructing an underground continuous wall, synchronously constructing supporting piles and structural engineering piles of a circular shaft of a core barrel and two to six giant columns and constructing a skirt room basement structural column after the core barrel and the giant columns in a tower area are positioned and determined;
(2) excavating earthwork of the circular vertical shaft;
(3) after the circular vertical shaft is excavated to the bottom of the pit, constructing bearing platforms of the core barrel and the giant column and a basement structure;
(4) constructing a first-layer beam slab as a positive and negative working boundary;
(5) the underground part is reversely constructed, the overground part of the tower area is sequentially constructed, and the synchronous construction is carried out; excavating the underground 1-layer earthwork of the skirt house and constructing a beam slab, and constructing the overground part of a tower area upwards;
(6) 2, underground 2-layer earth excavation and beam slab construction, and an active servo system is arranged; the overground part of the tower area is continuously constructed upwards;
(7) excavating 3 underground layers of earthwork, constructing beam slabs and arranging an active servo system; the overground part of the tower area is continuously constructed upwards;
(8) sequentially carrying out earth excavation and beam slab construction on 4 underground layers and 5 underground layers, and arranging an active servo system; constructing an overground main structure of the tower building area to a capping;
(9) excavating earth on 6 underground layers, and constructing local angle braces and bottom plates; the active servo system dynamically adjusts and controls the deformation of the foundation pit and the peripheral building structure in the basement construction process;
(10) and finally, decoration and finishing construction.
Preferably, in the step (1), the number of the macropods is four.
In any of the above schemes, preferably, in the step (2), the method of 'electronic differential blasting technology' combined with 'damping belt setting' with small vibration is adopted, so that the influence of blasting vibration on the surrounding building structure is effectively solved.
In any one of the above aspects, preferably, in the step (2), the construction method of excavating the earth includes:
dividing a circular vertical shaft into a region 1, a region 2-2 and a region 3 by taking single-layer drilling 2m explosive excavation as a circulation;
secondly, blasting in the area 1, crushing again, and finally discharging slag by a crawler belt soil lifting machine;
thirdly, blasting in the 2-1 area and the 2-2 area, then crushing again, and finally discharging slag by a crawler belt soil lifting machine;
fourthly, firstly completing the blasting in the area 3, then crushing again, and finally using a crawler belt soil lifting machine to remove the slag;
fifthly, the steps of the first step and the fourth step are repeated in sequence.
In any of the above aspects, it is preferable that in the step (5), the above-ground portion of the tower region is constructed up to 14 stories.
In any of the above solutions, it is preferable that in the step (6), the above-ground portion of the tower region is continuously constructed up to 30 floors.
In any of the above solutions, it is preferable that in the step (7), the above-ground portion of the tower region continues to be constructed upward to 43 floors.
The invention has the beneficial effects that:
the invention provides a construction method for 'clockwise and anticlockwise' in a vertical shaft of an ultrahigh-rise deep foundation pit for a giant column frame and core barrel structure system. The construction of the super high-rise giant column frame and core tube structure system adopts a forward construction method, namely, a vertical shaft at the positions of the giant column frame and the core tube is firstly constructed, after earth in the vertical shaft is excavated to the bottom of a pit, the super high-rise giant column frame and core tube structure system is constructed until a first-layer beam plate is constructed to serve as a forward and backward construction boundary. The remaining underground parts (the group rooms) are made by a reverse method. The overground ultrahigh-layer part and the underground part are constructed synchronously. Compared with the simultaneous forward construction method, the reverse construction method or the forward construction method and the reverse construction method, the construction period is greatly shortened, and the construction cost is saved.
Brief description of the drawings
Fig. 1 is a schematic view of an overall construction of a forward-reverse construction method in a shaft using an ultra-high-deep foundation pit according to the present invention;
fig. 2 is a schematic diagram of partitioning a circular silo.
Detailed Description
The technical solutions of the present application will be described in detail below with reference to the detailed description of the present application and the accompanying drawings, but the following examples are only for the understanding of the present invention, the examples and features of the examples in the present application can be combined with each other, and the present application can be implemented in many different ways as defined and covered by the claims.
Example 1
A method for constructing a vertical shaft of an ultra-high-rise deep foundation pit along the same side in the reverse direction comprises the following steps:
(1) firstly, constructing an underground continuous wall, synchronously constructing supporting piles and structural engineering piles of a circular shaft of a core barrel and two to six giant columns and constructing a skirt room basement structural column after the core barrel and the giant columns in a tower area are positioned and determined;
(2) excavating earthwork of the circular vertical shaft;
(3) after the circular vertical shaft is excavated to the bottom of the pit, constructing bearing platforms of the core barrel and the giant column and a basement structure;
(4) constructing a first-layer beam slab as a positive and negative working boundary;
(5) the underground part is reversely constructed, the overground part of the tower area is sequentially constructed, and the synchronous construction is carried out; excavating the underground 1-layer earthwork of the skirt house and constructing a beam slab, and constructing the overground part of a tower area upwards;
(6) 2, underground 2-layer earth excavation and beam slab construction, and an active servo system is arranged; the overground part of the tower area is continuously constructed upwards;
(7) excavating 3 underground layers of earthwork, constructing beam slabs and arranging an active servo system; the overground part of the tower area is continuously constructed upwards;
(8) sequentially carrying out earth excavation and beam slab construction on 4 underground layers and 5 underground layers, and arranging an active servo system; constructing an overground main structure of the tower building area to a capping;
(9) excavating earth on 6 underground layers, and constructing local angle braces and bottom plates; the active servo system dynamically adjusts and controls the deformation of the foundation pit and the peripheral building structure in the basement construction process;
(10) and finally, decoration and finishing construction.
In the step (2), the electronic differential blasting technology with small vibration is combined with the mode of arranging the damping band, so that the influence of blasting vibration on the surrounding building structure is effectively solved.
In the step (2), the construction method for excavating the earth comprises the following steps:
dividing a circular vertical shaft into a region 1, a region 2-2 and a region 3 by taking single-layer drilling 2m explosive excavation as a circulation;
secondly, blasting in the area 1, crushing again, and finally discharging slag by a crawler belt soil lifting machine;
thirdly, blasting in the 2-1 area and the 2-2 area, then crushing again, and finally discharging slag by a crawler belt soil lifting machine;
fourthly, firstly completing the blasting in the area 3, then crushing again, and finally using a crawler belt soil lifting machine to remove the slag;
fifthly, the steps of the first step and the fourth step are repeated in sequence.
In the step (5), the above-ground portion of the tower region is constructed up to 14 stories.
In the step (6), the overground part of the tower area continues to be constructed upwards to 30 floors.
In step (7), the above-ground portion of the tower area continues to be constructed upward to 43 floors.
Example 2
The engineering consists of a super high-rise building and a skirt house, wherein the super high-rise building adopts a giant column frame + core barrel structure system and is provided with 7 annular belts and 2 extending arms; the skirt house adopts a frame system. If the foundation pit construction adopts a sequential method, the whole foundation pit needs to be excavated to the bottom of the pit, then the super-high layer and the lower chamber structure of the skirt house are constructed, and then the construction is sequentially carried out upwards. Therefore, a construction scheme of 'along side and reverse in vertical shaft' is adopted, namely, a large column and a core barrel are constructed by a forward construction method below a first-layer beam plate, and a skirt house is constructed by a reverse construction method.
As shown in fig. 1-2, a method for constructing a vertical shaft of an ultra-high deep foundation pit along the same side in a reverse direction comprises the following steps:
(1) firstly, constructing an underground diaphragm wall, synchronously constructing supporting piles and structural engineering piles of circular vertical shafts of a core barrel and four giant columns after positioning and determining the core barrel and the giant columns in a tower area, and constructing a basement structural column of a skirt building;
(2) excavating earthwork of the circular vertical shaft;
(3) after the circular vertical shaft is excavated to the bottom of the pit, constructing bearing platforms of the core barrel and the giant column and a basement structure;
(4) constructing a first-layer beam slab as a positive and negative working boundary;
(5) the underground part is reversely constructed, the overground part of the tower area is sequentially constructed, and the synchronous construction is carried out; excavating the underground 1-layer earthwork of the skirt house and constructing a beam slab, and constructing the overground part of a tower area upwards;
(6) 2, underground 2-layer earth excavation and beam slab construction, and an active servo system is arranged; the overground part of the tower area is continuously constructed upwards;
(7) excavating 3 underground layers of earthwork, constructing beam slabs and arranging an active servo system; the overground part of the tower area is continuously constructed upwards;
(8) sequentially carrying out earth excavation and beam slab construction on 4 underground layers and 5 underground layers, and arranging an active servo system; constructing an overground main structure of the tower building area to a capping;
(9) excavating earth on 6 underground layers, and constructing local angle braces and bottom plates; the active servo system dynamically adjusts and controls the deformation of the foundation pit and the peripheral building structure in the basement construction process;
(10) and finally, decoration and finishing construction.
Because the north side of the foundation pit of the project is close to the subway, the problem that the foundation pit penetrates through 20 m-thick slightly weathered granite is faced at the same time. Therefore, in the step (2), the electronic differential blasting technology with small vibration is combined with the mode of arranging the damping band, so that the influence of blasting vibration on the subway is effectively solved.
In the step (2), the construction method for excavating the earth comprises the following steps:
dividing a circular vertical shaft into a region 1, a region 2-2 and a region 3 by taking single-layer drilling 2m explosive excavation as a circulation, and as shown in a figure 2;
secondly, blasting in the area 1, crushing again, and finally discharging slag by a crawler belt soil lifting machine;
thirdly, blasting in the 2-1 area and the 2-2 area, then crushing again, and finally discharging slag by a crawler belt soil lifting machine;
fourthly, firstly completing the blasting in the area 3, then crushing again, and finally using a crawler belt soil lifting machine to remove the slag;
fifthly, the steps of the first step and the fourth step are repeated in sequence.
In the step (5), the above-ground portion of the tower region is constructed up to 14 stories.
In the step (6), the overground part of the tower area continues to be constructed upwards to 30 floors.
In step (7), the above-ground portion of the tower area continues to be constructed upward to 43 floors.
The invention provides a construction method for 'clockwise and anticlockwise' in a vertical shaft of an ultrahigh-rise deep foundation pit for a giant column frame and core barrel structure system. The construction of the super high-rise giant column frame and core tube structure system adopts a forward construction method, namely, a vertical shaft at the positions of the giant column frame and the core tube is firstly constructed, after earth in the vertical shaft is excavated to the bottom of a pit, the super high-rise giant column frame and core tube structure system is constructed until a first-layer beam plate is constructed to serve as a forward and backward construction boundary. The remaining underground parts (the group rooms) are made by a reverse method. The overground ultrahigh-layer part and the underground part are constructed synchronously. Compared with the simultaneous forward construction method or reverse construction method, the construction method greatly shortens the construction period and saves the construction cost.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and any person skilled in the art may modify or modify the technical details disclosed above into equivalent embodiments with equivalent variations. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (7)
1. A construction method for the forward and reverse sides in a vertical shaft of an ultra-high layer deep foundation pit is characterized by comprising the following steps:
(1) firstly, constructing an underground continuous wall, synchronously constructing supporting piles and structural engineering piles of a circular shaft of a core barrel and two to six giant columns and constructing a skirt room basement structural column after the core barrel and the giant columns in a tower area are positioned and determined;
(2) excavating earthwork of the circular vertical shaft;
(3) after the circular vertical shaft is excavated to the bottom of the pit, constructing bearing platforms of the core barrel and the giant column and a basement structure;
(4) constructing a first-layer beam slab as a positive and negative working boundary;
(5) the underground part is reversely constructed, the overground part of the tower area is sequentially constructed, and the synchronous construction is carried out; excavating the underground 1-layer earthwork of the skirt house and constructing a beam slab, and constructing the overground part of a tower area upwards;
(6) 2, underground 2-layer earth excavation and beam slab construction, and an active servo system is arranged; the overground part of the tower area is continuously constructed upwards;
(7) excavating 3 underground layers of earthwork, constructing beam slabs and arranging an active servo system; the overground part of the tower area is continuously constructed upwards;
(8) sequentially carrying out earth excavation and beam slab construction on 4 underground layers and 5 underground layers, and arranging an active servo system; constructing an overground main structure of the tower building area to a capping;
(9) excavating earth on 6 underground layers, and constructing local angle braces and bottom plates; the active servo system dynamically adjusts and controls the deformation of the foundation pit and the peripheral building structure in the basement construction process;
(10) and finally, decoration and finishing construction.
2. The vertical shaft in an ultra-high-rise deep foundation pit as claimed in claim 1, wherein in step (1), the number of the giant columns is four.
3. The method for constructing the vertical shaft of the ultra-high-rise deep foundation pit along the side in the reverse direction as claimed in claim 2, wherein in the step (2), a mode of combining an 'electronic differential blasting technology' with 'damping belt' with small vibration is adopted.
4. The vertical shaft of an ultra-high deep foundation pit as claimed in any one of claims 2 to 3, wherein in step (2), the excavation method comprises:
dividing a circular vertical shaft into a region 1, a region 2-2 and a region 3 by taking single-layer drilling 2m explosive excavation as a circulation;
secondly, blasting in the area 1, crushing again, and finally discharging slag by a crawler belt soil lifting machine;
thirdly, blasting in the 2-1 area and the 2-2 area, then crushing again, and finally discharging slag by a crawler belt soil lifting machine;
fourthly, firstly completing the blasting in the area 3, then crushing again, and finally using a crawler belt soil lifting machine to remove the slag;
fifthly, the steps of the first step and the fourth step are repeated in sequence.
5. The vertical shaft of an ultra-high-rise deep foundation pit according to claim 4, wherein in the step (5), the overground part of the tower region is constructed upward to 14 floors.
6. The method for constructing the vertical shaft of the ultra-high deep foundation pit clockwise and anticlockwise according to claims 4-5, wherein in the step (6), the overground part of the tower region is constructed upwards to 30 floors.
7. The method for constructing the vertical shaft of the ultra-high-rise deep foundation pit clockwise and anticlockwise according to claim 6, wherein in the step (7), the overground part of the tower region is constructed upwards to 43 floors.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050113450A (en) * | 2004-05-29 | 2005-12-02 | (주)새길이엔시 | Downward reinforced-concrete underground structure using temporary assistant columns |
| CN102383433A (en) * | 2011-08-22 | 2012-03-21 | 同济大学建筑设计研究院(集团)有限公司 | Design method for large deep foundation pit of super high-rise building |
| CN109630125A (en) * | 2018-11-09 | 2019-04-16 | 中国水利水电第五工程局有限公司 | A kind of extra-large cross-section vertical shaft two dimension process circulation Enlargement excavation method |
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- 2021-12-29 CN CN202111630496.7A patent/CN114197533A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050113450A (en) * | 2004-05-29 | 2005-12-02 | (주)새길이엔시 | Downward reinforced-concrete underground structure using temporary assistant columns |
| CN102383433A (en) * | 2011-08-22 | 2012-03-21 | 同济大学建筑设计研究院(集团)有限公司 | Design method for large deep foundation pit of super high-rise building |
| CN109630125A (en) * | 2018-11-09 | 2019-04-16 | 中国水利水电第五工程局有限公司 | A kind of extra-large cross-section vertical shaft two dimension process circulation Enlargement excavation method |
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Application publication date: 20220318 |