CN115748725A - Construction method for dismantling, replacing and supporting large-scale connected complex deep foundation pit without partition wall - Google Patents
Construction method for dismantling, replacing and supporting large-scale connected complex deep foundation pit without partition wall Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 68
- 238000005192 partition Methods 0.000 title claims abstract description 36
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000011150 reinforced concrete Substances 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 238000009424 underpinning Methods 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 6
- 238000010008 shearing Methods 0.000 claims description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 12
- 238000009412 basement excavation Methods 0.000 abstract description 6
- 239000002689 soil Substances 0.000 abstract description 3
- 230000014759 maintenance of location Effects 0.000 abstract 1
- 230000000717 retained effect Effects 0.000 description 3
- 238000000926 separation method Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
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Abstract
The invention relates to a construction method for dismantling and replacing a support of a large-scale connected complex deep foundation pit without a partition wall. Compared with the prior art, the construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall can complete dismantling and replacing the support without block soil retention and block excavation in actual construction, can preferentially ensure that the key working procedures of a main structure complete construction, can greatly shorten the construction period, and saves the total construction cost of a project.
Description
Technical Field
The invention relates to the technical field of building construction engineering, in particular to a construction method for dismantling, replacing and supporting a large-scale conjoined complex deep foundation pit without a partition wall.
Background
With the rapid development of economy and the acceleration of urbanization process, the urban space utilization gradually tends to the excavation of three-dimensional space, the foundation pit engineering scale is larger and larger, the excavation depth is deeper and deeper, and the surrounding environment is more and more complex. Along with the deepening of foundation pit, the support system complexity and the support quantity increase thereupon, and extremely strict to underground structure construction requirement, underground structure construction also must accelerate the construction progress, and construction period and construction degree of difficulty also come with. During the construction of a deep foundation pit, the support dismantling and replacing process becomes a difficult problem in construction. Due to reasons of site, safety or capital and the like, when the area of a foundation pit is large or the foundation pit is adjacent to important buildings such as subways and the like, a foundation pit dividing construction method is often adopted, if the dividing construction is required to be carried out on the deep foundation pit, a dividing enclosure separation system (such as an enclosure pile and an underground continuous wall for separation) needs to be completed before the excavation, then the dividing construction is carried out, the adjacent foundation pit is excavated after the basement structure of one pit is completed in principle, and after the dividing construction is completed, the dividing maintenance separation system is dismantled to form a complete structure. For example, chinese patent CN104831736A discloses a support changing method and a support changing structure for a foundation pit intermediate wall, the support changing method is to set up a plurality of intermediate walls in the middle of the foundation pit, divide the foundation pit into a plurality of sub-pits, sequentially construct according to requirements, remove the intermediate walls after the construction of the sub-pit underground structures is completed, communicate the basement structures at both sides of the intermediate walls to form a complete structure, and need to sequentially construct the sub-pits, which affects the construction progress, and the construction cost is increased by the arrangement of the intermediate walls.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a construction method for removing and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall.
The purpose of the invention can be realized by the following technical scheme:
the invention aims to provide a construction method for dismantling, replacing and supporting a large-scale connected complex deep foundation pit without a partition wall, which comprises the following steps:
s1, determining a main structure area of preferential construction:
for a large-scale connected complex deep foundation pit with the depth of more than 5m, determining a main structure area with preferential dismantling and replacement of a support, wherein the area has a main structure bottom plate, a main structure column (wall) and a main structure floor which are constructed, and determining a reserved support and a support to be dismantled according to the constructed main structure range and an upper main structure to be constructed;
s2, presetting lattice columns and supporting connecting beams:
if the lattice column and the support connecting beam are not arranged, the lattice column and the support connecting beam are preset at the position to be disassembled;
s3, presetting a counterfort wall and a counterfort upright column:
two buttress walls are arranged on the floor slab of the main structure within the range of 0.1-1 m on two sides of the lattice column at the position of the support to be disassembled, and a buttress upright column and a buttress beam are arranged within the range corresponding to each buttress wall;
s4, supporting axial force underpinning:
after the buttress wall and the buttress upright post reach the designed concrete strength, respectively propping against the support connecting beam and the buttress wall by adopting an automatic servo system, dismantling the support to be dismantled, and then underpinning the axial force of the retained support to be borne by the buttress wall and the buttress upright post;
s5, compensating the axial force of the automatic servo system:
and monitoring the underpinned support axial force in real time by using the automatic servo system, realizing axial force compensation and controlling the deformation of the foundation pit.
Furthermore, the longitudinal section of the buttress wall is a right trapezoid, the top width of the buttress wall is 1-3 m, the thickness of the buttress wall is 0.6-1.2 m, and the area of the main stressed steel bar is 4000-20000 mm 2 The height of the buttress wall is determined by the height difference between the reserved support top elevation and the main structure floor slab top elevation, the height of the buttress wall is not more than 5m, and the angle of the buttress wall is 20-50 degrees.
Furthermore, the width or diameter of the cross section of the buttress upright post is 0.6-1.2 m and is not more than the thickness of the buttress wall; the net height of the buttress stand columns is determined by the height difference between the top elevation of the main structure floor slab and the bottom elevation of the main structure floor slab, the center distance of the buttress stand columns from the buttress wall edge is not less than the width of the buttress stand columns, and the ratio of the height of the buttress stand columns to the width of the buttress stand columns is not more than 14.
Further, in step S5, when the support shaft force after underpinning is monitored to be less than 80% of the original design reserved support shaft force, shaft force compensation is realized through the automatic servo system; when the supporting axial force after underpinning is monitored to be greater than 80% of the original design reserved supporting axial force, an automatic servo system gives an alarm.
Further, the retained support axial force is not greater than 20000kN.
Preferably, the retaining support is a steel support or a reinforced concrete support.
Preferably, the support tie beam is a steel tie beam or a reinforced concrete tie beam.
Further, the cross-sectional dimension of the support tie beam meets the shear-resistant requirement of the axial force of the reserved support.
Further, the buttress upright columns are main body structure columns or non-main body structure columns.
Preferably, the buttress column is a reinforced concrete column, a steel pipe concrete column or a steel reinforced concrete column.
Furthermore, the number of the buttress upright columns is determined by the axial force of the retaining support and the weight of the buttress wall, is not less than 2, and is symmetrically and uniformly arranged.
Further, the buttress beams are provided alone or in combination with the main structure floor beams.
Further, the automatic servo system is a support shaft force automatic servo system.
Compared with the prior art, the invention has the following beneficial effects:
1) The construction method for dismantling, replacing and supporting the large connected complex deep foundation pit without the partition wall has wide application range, has obvious advantages particularly to the large connected complex foundation pit, and is particularly suitable for the following two complex conditions: a large complex deep foundation pit with the depth of the foundation pit larger than 5m, in particular to a deep foundation pit with a special plane shape; because of reasons such as time limit for a project or construction time sequence, the time limit for a project needs to be shortened, the manufacturing cost is saved, the traditional foundation pit which is provided with partition walls, blocks, reserved soil and blocks and excavated cannot be adopted, the traditional method needs to remove part of supports in order to ensure that the main structure of the key process is preferentially constructed, and the buttress walls and the buttress upright post structures in the technical scheme can be used as supports for retaining the supports, so that the key process is ensured to be smoothly constructed.
2) According to the construction method for dismantling and replacing the support of the large-scale connected complex deep foundation pit without the partition wall, the automatic servo system is adopted to convert the supported axial force to the buttress wall, the magnitude of the axial force is monitored in real time, axial force compensation is realized, the reliability of the conversion of the supporting axial force of the foundation pit is ensured, the deformation of the foundation pit is controlled while the supporting axial force is effectively controlled, and the safety of the foundation pit and the surrounding environment is ensured.
3) The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall can save the total construction period and the engineering cost, the partition wall is arranged and the partitioned soil and partitioned excavation construction is traditionally adopted for the large-scale conjoined complex deep foundation pit, the construction speed is limited by the partition of the foundation pit, the support can be simultaneously arranged and the foundation pit can be simultaneously excavated by adopting the construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit, the key area of the main structure needing to be preferentially completed can be directly dismantled and replaced, the total construction period is saved, the arrangement of the partition wall of the foundation pit is reduced, the construction period is totally saved, and the construction cost of the engineering is saved.
Drawings
FIG. 1 is a plan view of a foundation pit dismantling and replacing support in the construction method of dismantling and replacing support for large-scale conjoined complex deep foundation pits without partition walls.
Fig. 2 is a detailed view of a foundation pit dismantling and replacing support node of the construction method for dismantling and replacing the large-scale connected complex deep foundation pit without the partition wall.
Fig. 3 is anbase:Sub>A-base:Sub>A sectional view ofbase:Sub>A foundation pit bracing-dismantling node of the construction method for dismantling and replacingbase:Sub>A large-scale conjoined complex deep foundation pit withoutbase:Sub>A partition wall.
Fig. 4 is a B-B sectional view of a foundation pit bracing-dismantling node of the construction method for dismantling and replacing a large-scale conjoined complex deep foundation pit without a partition wall.
Fig. 5 is a plan view of support removal and replacement of a foundation pit in a north square, which is provided by the construction method for removing and replacing a support of a large-scale connected complex deep foundation pit without a partition wall according to the embodiment of the present invention.
Fig. 6 is a detailed view of a north square foundation pit support removing and replacing node of the construction method for removing and replacing the large-scale connected complex deep foundation pit without the partition wall according to the embodiment of the present invention.
Fig. 7 is anbase:Sub>A-base:Sub>A sectional view ofbase:Sub>A north square foundation pit support removing and replacing node of the large-scale connected complex deep foundation pit support removing and replacing construction method without partition walls according to the embodiment of the present invention.
Fig. 8 is a B-B cross-sectional view of a north square foundation pit support removing and replacing node of the large-scale connected complex deep foundation pit support removing and replacing construction method without partition walls according to the embodiment of the present invention.
The reference numbers in the figures indicate:
1. the method comprises the following steps of retaining a support, 2, a support to be disassembled, 3, a lattice column, 4, a support connecting beam, 5, a buttress wall, 6, a buttress upright column, 7, a buttress beam, 8, an automatic servo system, 51, buttress walls A and 52 and a buttress wall B.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments. In the technical scheme, the features such as the part model, the material name, the connection structure and the like which are not explicitly described are all regarded as common technical features disclosed in the prior art.
As shown in fig. 1 to 4, the construction method for removing, replacing and supporting a large connected complex deep foundation pit without a partition wall according to the technical scheme includes the following steps:
s1, determining a main structure area of preferential construction:
for a large connected complex deep foundation pit with the depth of more than 5m, determining a main structure area with preferential dismantling and replacement of a support, wherein the area has a main structure bottom plate, a main structure column (wall) and a main structure floor which are constructed, and determining a reserved support 1 and a support to be dismantled 2;
s2, presetting lattice columns and supporting connecting beams:
if the lattice column 3 and the support connecting beam 4 are not provided, the lattice column 3 and the support connecting beam 4 are preset at the position of the support 2 to be disassembled;
s3, presetting a buttress wall and a buttress upright post:
two buttress walls 5 are arranged on the floor slab of the main structure within the range of 0.1-1 m on both sides of the lattice column 3 at the position of the support 2 to be disassembled, and a buttress upright post 6 and a buttress beam 7 are arranged within the range corresponding to each buttress wall 5;
s4, underpinning supporting axial force:
after the buttress wall 5 and the buttress upright posts 6 reach the designed concrete strength, respectively propping against the support connecting beam 4 and the buttress wall 5 by using an automatic servo system 8, removing the support 2 to be detached, and then, underpinning the axial force of the support 1 to be borne by the buttress wall 5 and the buttress upright posts 6;
s5, compensating the axial force of the automatic servo system:
and monitoring the underpinned supporting axial force in real time by using an automatic servo system 8, realizing axial force compensation and controlling the deformation of the foundation pit.
FIGS. 1 to 4 are schematic views of the present invention, and FIGS. 5 to 8 are design views of the embodiment.
As shown in fig. 5 to 8, in the embodiment, for a reconstruction project of a certain railway station square and a station building area, a foundation pit formed by underground spaces such as a railway station building, a parking lot and the like in a north square has a special plane shape, the area of the foundation pit is about 3.3 ten thousand meters, the depth of the foundation pit is 8 to 16.0m, and due to the construction period, the foundation pit needs to be excavated simultaneously in a large area, and partition walls cannot be arranged for partition excavation construction. The main building of the railway station building is a key node for controlling the construction period, a foundation pit of the main building of the station building needs to remove a first support in advance, and the support is removed and replaced preferentially in the main building area of the railway station building by adopting a method of replacing supports by buttress walls and buttress stand columns. And after the support is removed and replaced, the foundation pit support axial force and the foundation pit deformation are well controlled during the foundation pit backfilling period. By applying the method, the construction cost of the foundation pit is saved by 5%, and the total construction period of the project is saved by 3 months.
The invention can support a large-scale connected complex deep foundation pit with the depth of more than 5m, wherein a steel support or a reinforced concrete support with the support axial force of not more than 20000kN is reserved. The depth of the foundation pit is 8-16 m, the range of the reserved supporting axial force is 9000-14000 kN, and the support is a reinforced concrete support. The parameters of the foundation pit of the embodiment are in the support range of the invention, so the method is applicable to the dismantling, replacing and supporting.
The construction method for dismantling and replacing the support of the large conjoined complex deep foundation pit without the partition wall provided by the embodiment comprises the following specific steps:
s1, determining a main structure area of preferential construction:
this engineering railway station house foundation ditch degree of depth is 8m, upper portion major structure is the stride structure greatly, and its construction and installation consume time long, for saving the time limit for a project, need demolish the first support immediately after one deck of underground structure bottom plate, major structure post (wall) and major structure floor construction finish to conveniently construct upper portion major structure, confirm to remain and support 1 and wait to tear open and support 2, the axial force scope that remains to support 1 is 9000 ~ 14000kN, it is reinforced concrete support to remain to support 1 and wait to tear open and support 2.
S2, presetting lattice columns and supporting connecting beams:
the lattice column 3 and the support connecting beam 4 are arranged in advance at the position of the support 2 to be detached of the foundation pit, the support connecting beam 4 is a reinforced concrete connecting beam, the section size of the reinforced concrete connecting beam is 800 multiplied by 800mm, and the shearing resistance requirement of retaining the axial force of the support 1 is met.
S3, presetting a counterfort wall and a counterfort upright column:
two buttress walls 5, namely a buttress wall A51 and a buttress wall B52 are arranged on a floor slab of the main structure within the range of 0.3m on two sides of a lattice column 3 at the position of a support 2 to be disassembled, and 2 buttress upright columns 6 and buttress beams 7 are arranged in the range corresponding to each buttress wall 5; the longitudinal section of the buttress wall 5 is right-angled trapezoid, the thickness is 0.8m, and the main stress steel bar is configured
Reinforcement area As =14470m 2 The height of the buttress wall 5 is 2.5m, the angle of the buttress wall 5 is 26 degrees, the top width of the buttress wall 5 is 1.8m, and the bottom width is 5.4m; the buttress upright post 6 adopts a phi 600 steel tube concrete column, the height of the buttress upright post 6 is 5.5m, and the thickness of the buttress upright post 6 is
The slenderness ratio (the ratio of height to width) is 9.1, the center of the buttress upright post 6 is 0.8m away from the 5 edges of the buttress wall, and the buttress upright post 6 adopts a non-main body structure column which is a steel pipe concrete column; the position of the buttress beam 7 is combined with the floor beam of the main structure, and the section size of the buttress beam 7 is 800 multiplied by 700mm.
S4, underpinning supporting axial force:
after the buttress wall 5 and the buttress upright post 6 reach the designed concrete strength, respectively propping against the support connecting beam 4 and the buttress wall 5 by using an automatic servo system 8, removing the support 2 to be detached, and then, underpinning the axial force of the retained support 1 to be borne by the buttress wall 5 and the buttress upright post 6.
S5, compensating the axial force of the automatic servo system:
the automatic servo system 8 is an automatic support shaft force servo system, the automatic servo system 8 is used for monitoring the support shaft force after underpinning in real time and realizing shaft force compensation, and when the support shaft force is less than 80% of the support shaft force reserved by the original design after monitoring, the automatic servo system 8 is used for realizing shaft force compensation; and during construction, the supporting axial force does not reach the monitoring alarm value. And the maximum deformation increment of the foundation pit before and after the support is disassembled and replaced is controlled within 8 mm.
The embodiments described above are described to facilitate an understanding and use of the invention by those skilled in the art. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above embodiments, and those skilled in the art should make improvements and modifications within the scope of the present invention based on the disclosure of the present invention.
Claims (10)
1. A construction method for dismantling, replacing and supporting a large-scale connected complex deep foundation pit without a partition wall is characterized by comprising the following steps:
s1, determining a main structure area of preferential construction:
for a large-scale conjoined complex deep foundation pit with the depth of more than 5m, determining a main structure area with a prior dismantling and replacing support, wherein the area has a main structure bottom plate, a main structure column and a main structure floor which are constructed, and determining a reserved support (1) and a support (2) to be dismantled;
s2, presetting lattice columns and supporting connecting beams:
if the lattice column (3) and the support connecting beam (4) are not provided, the lattice column (3) and the support connecting beam (4) are preset at the position of the support (2) to be disassembled;
s3, presetting a buttress wall and a buttress upright post:
two buttress walls (5) are arranged on the main structure floor within the range of 0.1-1 m on two sides of the lattice column (3) at the position of the support (2) to be dismantled, and a buttress upright column (6) and a buttress beam (7) are arranged within the range corresponding to each buttress wall (5);
s4, underpinning supporting axial force:
after the buttress wall (5) and the buttress columns (6) reach the designed concrete strength, respectively propping against the support connecting beam (4) and the buttress wall (5) by adopting an automatic servo system (8), and dismantling the support (2) to be dismantled, wherein at the moment, the axial force of the reserved support (1) is supported and changed to be borne by the buttress wall (5) and the buttress columns (6);
s5, compensating the axial force of the automatic servo system:
and monitoring the underpinned supporting axial force in real time by using the automatic servo system (8), realizing axial force compensation and controlling the deformation of the foundation pit.
2. The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall according to claim 1, wherein the top width of the buttress wall (5) is 1-3 m, the thickness is 0.6-1.2 m, and the area of the main stress reinforcing steel bar is 4000-20000 mm 2 The height of the buttress wall (5) is determined by the height of the buttress wallThe height difference between the top elevation of the reserved support (1) and the top elevation of the floor slab with the main structure is determined, the height of the buttress wall (5) is not more than 5m, and the angle of the buttress wall is 20-50 degrees.
3. The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall according to claim 1, wherein the width or diameter of the cross section of the buttress upright post (6) is 0.6-1.2 m and is not more than the thickness of the buttress wall (5);
the clear height of buttress stand (6) by major structure floor top elevation with the difference of major structure bottom plate base elevation is confirmed, buttress stand (6) center distance buttress wall (5) limit is not less than buttress stand (6) width, buttress stand (6) height with the ratio of buttress stand (6) width is not more than 14.
4. The construction method for dismantling, replacing and supporting a large conjoined complex deep foundation pit without a partition wall according to claim 1, wherein in step S5, when the monitored supporting axial force after underpinning is less than 80% of the original design reserved supporting axial force, axial force compensation is realized through the automatic servo system (8);
when the supporting shaft force after underpinning is monitored to be greater than 80% of the original design reserved supporting shaft force, the automatic servo system (8) gives an alarm.
5. The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall according to claim 1, wherein the axial force of the reserved support (1) is not more than 20000kN;
the reserved support (1) is a steel support or a reinforced concrete support.
6. The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall according to claim 1, wherein the support connecting beam (4) is a steel connecting beam or a reinforced concrete connecting beam.
7. The construction method for dismantling, replacing and supporting a large-scale conjoined complex deep foundation pit without a partition wall according to claim 1, wherein the size of the cross section of the supporting connecting beam (4) meets the shearing resistance requirement of the axial force of the reserved support (1).
8. The construction method for dismantling, replacing and supporting a large-scale conjoined complex deep foundation pit without a partition wall according to claim 1, wherein the buttress column (6) is a reinforced concrete column, a steel tube concrete column or a steel reinforced concrete column.
9. The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall according to claim 1, wherein the number of the buttress columns (6) is determined by calculating the axial force of the retaining support (1) and the weight of the buttress wall (5), is not less than 2, and is symmetrically and uniformly arranged.
10. The construction method for dismantling and replacing the support of the large-scale conjoined complex deep foundation pit without the partition wall according to claim 1, wherein the buttress beam (7) is arranged alone or combined with the main structure floor beam.
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| CN202211332828.8A CN115748725A (en) | 2022-10-28 | 2022-10-28 | Construction method for dismantling, replacing and supporting large-scale connected complex deep foundation pit without partition wall |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117166485A (en) * | 2023-08-28 | 2023-12-05 | 上海建工一建集团有限公司 | Construction method of super-long foundation pit support servo system close to protected objects |
| CN120139230A (en) * | 2025-03-17 | 2025-06-13 | 中建八局华中建设有限公司 | An efficient deep foundation pit replacement and super-high-rise "super tower after construction" construction method |
-
2022
- 2022-10-28 CN CN202211332828.8A patent/CN115748725A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117166485A (en) * | 2023-08-28 | 2023-12-05 | 上海建工一建集团有限公司 | Construction method of super-long foundation pit support servo system close to protected objects |
| CN120139230A (en) * | 2025-03-17 | 2025-06-13 | 中建八局华中建设有限公司 | An efficient deep foundation pit replacement and super-high-rise "super tower after construction" construction method |
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