CN113356230A - Foundation pit support construction method based on combination of back pressure soil and prestressed steel support - Google Patents
Foundation pit support construction method based on combination of back pressure soil and prestressed steel support Download PDFInfo
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- CN113356230A CN113356230A CN202110701678.2A CN202110701678A CN113356230A CN 113356230 A CN113356230 A CN 113356230A CN 202110701678 A CN202110701678 A CN 202110701678A CN 113356230 A CN113356230 A CN 113356230A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 113
- 239000010959 steel Substances 0.000 title claims abstract description 113
- 239000002689 soil Substances 0.000 title claims abstract description 45
- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000004567 concrete Substances 0.000 claims abstract description 22
- 238000013461 design Methods 0.000 claims abstract description 17
- 238000009412 basement excavation Methods 0.000 claims abstract description 11
- 238000009434 installation Methods 0.000 claims abstract description 5
- 238000006243 chemical reaction Methods 0.000 claims description 17
- 238000000034 method Methods 0.000 claims description 12
- 239000011381 foam concrete Substances 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 238000004078 waterproofing Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 238000012544 monitoring process Methods 0.000 description 8
- 230000005540 biological transmission Effects 0.000 description 6
- 238000003466 welding Methods 0.000 description 4
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000002787 reinforcement 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
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a foundation pit supporting construction method based on combination of back pressure soil and a prestressed steel support, which comprises the following steps: constructing the counter-force beam and the basement main body structure together, and manufacturing the waist beam layer by layer along with back pressure soil excavation; determining the installation position of a steel support by using a total station, and installing the steel support between a counterforce beam and a waist beam through a hanging plate; checking the connection condition of each node of the steel support, and synchronously loading prestress by adopting multiple points; after the steel supports are installed and prestress is applied, excavating back pressure soil to the elevation position of the bottom of the waist rail corresponding to the next layer of steel support; installing steel supports and excavating back pressure soil to the bottom layer of the basement layer by layer from top to bottom along the vertical direction of the foundation pit; after the basement bottom structure is constructed, performing waterproof and protection construction on the basement outer wall; and backfilling the space between the outer wall of the basement and the supporting piles with concrete, backfilling the space between the beam plate of the basement and the supporting piles with plain concrete, and removing the steel supports on the corresponding layer of the basement from bottom to top when the backfilled concrete reaches the design strength.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and relates to a foundation pit supporting construction method based on combination of back pressure soil and prestressed steel supports.
Background
The foundation pit engineering mainly comprises foundation pit supporting system design and construction and earthwork excavation, and is a system engineering with strong comprehensiveness. It requires close cooperation between geotechnical engineering and structural engineering technicians. The foundation pit supporting system is a temporary structure and is not needed after the construction of underground engineering is finished. The deep foundation pit refers to a project with an excavation depth of more than 5 meters, or with a depth of less than 5 meters, but with particularly complicated geological conditions, surrounding environment and underground pipelines.
Under some working conditions, geological conditions are complex, and the deep foundation pit integral supporting system usually adopts a form of adding an interlocking pile and an anchor cable. However, the traditional structural form can not completely ensure the safety of construction, and the risk of transfinite deformation of the foundation pit in the construction process is existed, so that the construction quality and the construction progress are influenced.
Therefore, a foundation pit supporting construction method based on combination of the back pressure soil and the prestressed steel support is needed to be designed, and the technical problems in the prior art are solved.
Disclosure of Invention
The invention aims to solve at least part of technical problems in the prior art to a certain extent, and provides a foundation pit supporting construction method based on the combination of the counter-pressure soil and the prestressed steel support.
In order to solve the technical problem, the invention provides a foundation pit supporting construction method based on combination of back pressure soil and prestressed steel supports, which comprises the following steps:
s1, constructing the reaction beam and the basement main structure together, and making the waist beam layer by layer along with back pressure soil excavation;
s2, determining the installation position of the steel support by using a total station, and installing the steel support between the reaction beam and the waist beam through a hanging plate;
s3, checking the connection condition of each node of the steel support, judging whether the requirement of prestress application is met, and if the requirement is met, adopting multipoint synchronous prestress loading;
s4, after the steel supports are installed and the prestress is applied, excavating the back pressure soil to the elevation position of the bottom of the waist beam corresponding to the next layer of steel support;
s5, installing steel supports and excavating and removing back pressure soil to the bottom layer of the basement layer by layer from top to bottom along the vertical direction of the foundation pit according to the steps from S1 to S4;
s6, when the basement bottom structure is constructed, waterproofing and protecting construction is carried out on the basement outer wall, and the waterproof coiled material of the basement outer wall part needs to be wound to the side wall of the retaining wall to be paved;
and S7, backfilling the space between the outer wall of the basement and the support piles with foam concrete, backfilling the space between the beam plate of the basement and the support piles with plain concrete, and removing the steel supports on the corresponding layer of the basement from bottom to top when the backfilled concrete reaches the design strength.
In a preferred embodiment, in step S3, a prestressing force of an axial force is applied to one end of a steel support arrangement articulated head, on both sides of which jacks are mounted; and when the jack applies axial force, the steel support is lifted by using a crane so as to ensure that the central connecting line of the steel support and the end part of the adjustable head is vertical to the supporting surface.
As a preferred embodiment, in step S3, the prestress is applied in a graded and symmetrical manner, the first stage prestress is 30% of the design stress, the second stage prestress is 40% of the design stress, and the third stage prestress is 30% of the design stress; and after the axial force reaches the designed stress value and is stable, checking the condition of each connecting point of the steel support again, and reinforcing the connecting points as required.
In step S4, the axial force of the steel support is monitored in real time and adjusted as necessary when the back pressure soil is excavated.
In step S7, the concrete grade of the basement outer wall and the beam slab is increased to ensure the safety of the steel support removal when the counter-pressure soil is excavated.
In step S7, C20 concrete is used to backfill the space between the basement beam slab and the support piles to reduce the lateral force of the backfill on the basement outer wall.
In step S7, the steel braces provided between the reaction beams and the wale are removed at intervals in a batch manner along the longitudinal direction of the foundation pit.
As a preferred embodiment, during the dismantling process of the steel support, the displacement of the counterforce beam and the waist beam is monitored; continuously observing the deformation of the foundation pit for a circle after the first batch of steel supports are removed; and after the foundation pit is deformed stably, dismantling the steel supports of the next batch.
In a preferred embodiment, in step S2, a bracket structure having a triangular cross section is further disposed on the outer side of the reaction beam, and the hanging plate is disposed on the inner side of the reaction beam by means of a rear bolt.
As a preferred embodiment, the vertical part of the central connecting line of the steel support and the end part of the adjustable head relative to the support surface is more than 1 mm.
The invention has the beneficial effects that:
the foundation pit supporting construction method based on the combination of the back pressure soil and the prestressed steel support is reasonable in arrangement, the deformation of the foundation pit is controlled within a reasonable range by adopting a mode of combining the prestressed steel support and the back pressure soil, the safety of foundation pit construction is effectively guaranteed, and the construction quality of the foundation pit is improved.
Drawings
The above advantages of the present invention will become more apparent and more readily appreciated from the detailed description set forth below when taken in conjunction with the drawings, which are intended to be illustrative, not limiting, of the invention and in which:
FIG. 1 is a flow chart of a foundation pit supporting construction method based on combination of counter-pressure soil and prestressed steel supports;
FIG. 2 is a schematic view of a foundation pit supporting system based on the combination of the counter-pressure soil and the prestressed steel support;
FIG. 3 is a corresponding enlarged view of FIG. 2;
FIG. 4 is a schematic view of the reaction beam of the present invention connected to a steel support;
fig. 5 is a schematic view of the wale and steel support connection according to the present invention.
In the drawings, the reference numerals denote the following components:
10. a counter-force beam; 20. a wale; 30. supporting steel; a living head; 40. a corbel structure; 50. hanging the plate; 60. an occlusive pile; 70. an anchor cable; 80. and (5) pressing the soil.
Detailed Description
Fig. 1 to 5 are related schematic diagrams of a foundation pit supporting construction method based on the combination of the back pressure soil and the prestressed steel support, and the invention is described in detail below with reference to specific embodiments and the accompanying drawings.
The examples described herein are specific embodiments of the present invention, are intended to be illustrative and exemplary in nature, and are not to be construed as limiting the scope of the invention. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.
The drawings in the present specification are schematic views to assist in explaining the concept of the present invention, and schematically show the shapes of respective portions and their mutual relationships. It is noted that the drawings are not necessarily to the same scale so as to clearly illustrate the structures of the various elements of the embodiments of the invention. Like reference numerals are used to denote like parts.
The invention relates to a flow chart of a foundation pit supporting construction method based on combination of back pressure soil and a prestressed steel support, which is shown in figure 1. The foundation pit supporting construction method based on the combination of the back pressure soil and the prestressed steel support comprises the following steps:
s1, constructing the reaction beam and the basement main structure together, and making the waist beam layer by layer along with back pressure soil excavation;
s2, determining the installation position of the steel support by using a total station, and installing the steel support between the reaction beam and the waist beam through a hanging plate;
s3, checking the connection condition of each node of the steel support, judging whether the requirement of prestress application is met, and if the requirement is met, adopting multipoint synchronous prestress loading;
s4, after the steel supports are installed and the prestress is applied, excavating the back pressure soil 80 shown in figure 2 to the elevation position of the bottom of the waist rail corresponding to the next layer of steel support;
s5, installing steel supports and excavating and removing back pressure soil to the bottom layer of the basement layer by layer from top to bottom along the vertical direction of the foundation pit according to the steps from S1 to S4;
s6, when the basement bottom structure is constructed, waterproofing and protecting construction is carried out on the basement outer wall, and the waterproof coiled material of the basement outer wall part needs to be wound to the side wall of the retaining wall to be paved;
and S7, backfilling the space between the outer wall of the basement and the support piles with foam concrete, backfilling the space between the beam plate of the basement and the support piles with plain concrete, and removing the steel supports on the corresponding layer of the basement from bottom to top when the backfilled concrete reaches the design strength.
As an example of the present invention, the reaction beam 10 has a cross-sectional dimension of 800 × 1200mm, and as shown in fig. 3, the wale 20 has a cross-sectional dimension of 800 × 1200mm, and a concrete strength grade of C35. The construction of the counterforce beam 10 is completed along with the construction of the basement beam-slab structure, and the construction of the waist beam 20 is carried out layer by layer along with the excavation of the counterforce soil 80. Early strength agents are added to the concrete so that the steel shotcrete 30 shown in fig. 2 can be installed with strength achieved in advance, and the excavation of the back pressure soil 80 is continued.
In fig. 4, a bracket structure 40 having a triangular cross section is further disposed on the outer side of the reaction beam 10, and a suspending plate 50 is provided on the inner side of the reaction beam 10 by means of a rear bolt. In fig. 5, the wale 20 is closely attached to the spud 60, a plurality of prestressed anchor cables 70 are obliquely installed at the side of the spud 60, and the steel shotcrete 30 is securely connected to the wale 20 through the suspending plate 50.
In step S3, a prestressing force of an axial force is applied to one end of a moving head 30a disposed on the steel support 30, and jacks are attached to both sides of the moving head 30 a; and when the jack applies axial force, the steel support is hoisted by using a crane so as to ensure that the central connecting line of the steel support 30 and the end part of the adjustable head 30a is vertical to the supporting surface. Preferably, the vertical part of the central connecting line of the steel support and the end part of the adjustable head relative to the support surface is more than 1 mm.
Specifically, when the steel support 30 is installed, the total station is used to accurately position the axis with an error of less than 10mm, and then a semicircular steel plate is welded to the embedded part of the corbel structure 40 to form a supporting steel plate for supporting the steel support 30. In fig. 2, the steel support 30 is formed by connecting a plurality of steel pipes by bolts and flanges. The steel pipe is installed by adopting a mode of factory prefabrication and field processing combined welding. The length of the steel pipe is processed according to the drawing and the size of actual construction on site, for convenience of installation, the processing length of the steel pipe is the actual length minus 1cm, the steel pipe is assembled at a designated yard position in a field area, the steel pipe is hung and installed on a supporting steel plate by using an automobile after reaching the designed length, a gap between the steel pipe and an embedded part of the hanging plate 50 is filled with a thin steel plate, then the steel pipe is fully welded, and next construction can be carried out after a welding interface is checked to be qualified.
During welding, the fixed end of the steel support 30 is directly and firmly welded with the hanging plate 50, and the movable head 30a is tightly connected with the hanging plate 50. If there is a gap between the hanging plate 50 and the wale 20, it can be tightly combined by filling fast setting early strength mortar.
In step S3, the prestressing force is applied in stages and symmetrically, the first stage prestressing force is 30% of the design stress, the second stage prestressing force is 40% of the design stress, and the third stage prestressing force is 30% of the design stress; and after the axial force reaches the designed stress value and is stable, the condition of each pivot of the steel support is checked again, and the connecting point is reinforced as required.
In the embodiment shown in fig. 2, the axial force reaches the pre-stress value 500KN required by the design and is locked after the pressure is stabilized; the respective steel supports 30 are again checked for the connection points and, if necessary, the connection points are reinforced. When the prestress application meets the design requirement, the welding and the reinforcement of the connecting points are immediately carried out. After the prestress is added to a designed rated value, the iron shoe is embedded for firm plugging after the pressure is stabilized for 30min, and then the jack is removed after pressure relief.
In the present invention, the prestress should be applied in stages, and when the stress is repeatedly applied to the design value, the loss of the axial force should be considered, and if necessary, the stress can be applied at 1.05%. The node is reinforced by checking the fulcrum condition for multiple times at any time, the axial force is locked after the specified pressure is stable, and the steel support axial force is required to be adjusted according to the earth excavation condition and the monitoring axial force.
According to the invention, when the counter-pressure soil is excavated, the axial force of the steel support is monitored in real time, and is adjusted as required.
In the embodiment shown in fig. 2, after the first steel support is installed and prestressed, the excavator is used for excavating the counter-pressure soil strips in two layers, and the first layer of earthwork is excavated to the elevation position of the bottom of the waist beam of the second steel support, wherein the depth of the first layer of earthwork is about 3.7 m. Due to the fact that the part of the excavator which is difficult to operate is blocked by the first steel support, the part needs to be excavated through manual matching.
And after the back pressure soil is excavated and transported to the elevation position of the bottom of the second steel support wale, the second steel support wale is constructed. And after the strength of the wale concrete meets the requirement, mounting a second steel support and applying prestress. And then carrying out second steel support lower part back pressure soil excavation and transportation to reach the bottom elevation of the bottom plate cushion layer.
As another embodiment of the invention, when the counter-pressure soil is excavated, the concrete grade of the outer wall and the beam plate of the basement is improved so as to ensure the safety of steel support demolition. Particularly, C20 concrete is used for backfilling between the basement beam slab and the support piles, so that the structural strength of the basement outer wall and the beam slab is guaranteed.
In the invention, the construction of the basement main body structure, the dismantling of the steel supports and the backfilling of the foundation pit are synchronously and alternately carried out. And C20 concrete is poured into the concrete force transmission belt, and the concrete force transmission belt is constructed in time after the concrete force transmission belt is backfilled to the position below the force transmission belt. And (3) in the south side area of the foundation pit, completing construction of four underground layers corresponding to the basement structure, immediately backfilling foam concrete, constructing a force transmission belt, and then removing the lowest steel support. And then, constructing a basement structure of the underground three layers, backfilling foam concrete of the underground three layers, constructing a force transmission belt, and then removing a steel support until the top plate of the basement is constructed.
In step S7, the steel braces provided between the reaction beam and the wale are removed at intervals in the longitudinal direction of the foundation pit in a batch manner. Monitoring the displacement of the counterforce beam and the waist beam in the steel support dismantling process; continuously observing the deformation of the foundation pit for a circle after the first batch of steel supports are removed; and after the foundation pit is deformed stably, dismantling the steel supports of the next batch.
In the invention, the monitoring frequency of the deformation of the foundation pit is reasonably set. The stage from the excavation of the back pressure soil to the completion of the structure of the basement bottom plate in the back pressure soil area is carried out, and the monitoring frequency is 2 times/d; during the construction of the basement structure of the soil-back area and the dismantling of the steel supports, the monitoring frequency is 1 time/d until the backfilling of the outer wall of the basement of the soil-back area is completed. The monitoring frequency can be properly adjusted according to the monitoring result.
During construction of a back-pressure soil area, various monitoring of inclination measurement of a support pile and deformation of a pile top and the surrounding ground besides the axial force of a steel support are required to be carried out synchronously. In combination with the long service life of the foundation pit and the construction of the foundation pit in rainy season, the safety inspection tour of the slope surface, the peripheral ground and the supporting structure of the foundation pit is mainly enhanced in the construction process.
In the embodiment shown in fig. 2, the deformation of the foundation pit in the back pressure soil retention area is within the allowable value range, the accumulated maximum displacement of the top of the pit is 9.2mm, and the early warning value is 32 mm. Meanwhile, the influence of construction on adjacent structures is reduced, the construction is convenient, economic and practical, the effect is reliable, and the method has certain popularization in engineering application.
Compared with the defects and shortcomings of the prior art, the foundation pit supporting construction method based on the combination of the back pressure soil and the prestressed steel support is reasonable in arrangement, the deformation of the foundation pit is controlled within a reasonable range by adopting a mode of combining the prestressed steel support and the back pressure soil, the safety of foundation pit construction is effectively guaranteed, and the construction quality of the foundation pit is improved.
The present invention is not limited to the above embodiments, and any other products in various forms can be obtained by the teaching of the present invention, but any changes in the shape or structure thereof, which are the same as or similar to the technical solutions of the present invention, fall within the protection scope of the present invention.
Claims (10)
1. A foundation pit supporting construction method based on combination of back pressure soil and prestressed steel supports is characterized by comprising the following steps:
s1, constructing the reaction beam and the basement main structure together, and making the waist beam layer by layer along with back pressure soil excavation;
s2, determining the installation position of the steel support by using a total station, and installing the steel support between the reaction beam and the waist beam through a hanging plate;
s3, checking the connection condition of each node of the steel support, judging whether the requirement of prestress application is met, and if the requirement is met, adopting multipoint synchronous prestress loading;
s4, after the steel supports are installed and the prestress is applied, excavating the back pressure soil to the elevation position of the bottom of the waist beam corresponding to the next layer of steel support;
s5, installing steel supports and excavating and removing back pressure soil to the bottom layer of the basement layer by layer from top to bottom along the vertical direction of the foundation pit according to the steps from S1 to S4;
s6, when the basement bottom structure is constructed, waterproofing and protecting construction is carried out on the basement outer wall, and the waterproof coiled material of the basement outer wall part needs to be wound to the side wall of the retaining wall to be paved;
and S7, backfilling the space between the outer wall of the basement and the support piles with foam concrete, backfilling the space between the beam plate of the basement and the support piles with plain concrete, and removing the steel supports on the corresponding layer of the basement from bottom to top when the backfilled concrete reaches the design strength.
2. The method of claim 1, wherein in step S3, axial prestress is applied to one end of the steel support with a swivel head, and jacks are installed on both sides of the swivel head; and when the jack applies axial force, the steel support is lifted by using a crane so as to ensure that the central connecting line of the steel support and the end part of the adjustable head is vertical to the supporting surface.
3. The foundation pit support construction method according to claim 2, wherein in step S3, the prestress is applied in a graded and symmetrical manner, the first stage prestress is 30% of the design stress, the second stage prestress is 40% of the design stress, and the third stage prestress is 30% of the design stress; and after the axial force reaches the designed stress value and is stable, checking the condition of each connecting point of the steel support again, and reinforcing the connecting points as required.
4. The method of claim 1, wherein in step S4, the axial force of the steel support is monitored in real time and adjusted as necessary while excavating the anti-pressure soil.
5. The method of claim 1, wherein in step S7, when the counter-pressure soil is excavated, the concrete grade of the basement exterior wall and the beam slab is increased to ensure the safety of steel support demolition.
6. The method of claim 1, wherein in step S7, the basement beam slab and the support piles are backfilled with C20 concrete to reduce the lateral force of the backfilling operation on the basement exterior wall.
7. The method of claim 1, wherein the steel braces disposed between the reaction beams and the wales are removed at intervals in the longitudinal direction of the foundation pit in a batch manner in step S7.
8. The foundation pit support construction method according to claim 7, wherein during the steel support dismantling process, the displacement of the counterforce beam and the waist beam is monitored; continuously observing the deformation of the foundation pit for a circle after the first batch of steel supports are removed; and after the foundation pit is deformed stably, dismantling the steel supports of the next batch.
9. The method of supporting a foundation pit according to claim 1, wherein in step S2, a bracket structure having a triangular cross section is further disposed on an outer side of the reaction beam, and the hanging plate is disposed on an inner side of the reaction beam by means of a rear bolt.
10. The foundation pit support construction method according to claim 2, wherein the vertical part of the central connecting line of the steel support and the end part of the loose head relative to the support surface is more than 1 mm.
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| CN202110701678.2A CN113356230A (en) | 2021-06-24 | 2021-06-24 | Foundation pit support construction method based on combination of back pressure soil and prestressed steel support |
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| CN202110701678.2A CN113356230A (en) | 2021-06-24 | 2021-06-24 | Foundation pit support construction method based on combination of back pressure soil and prestressed steel support |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966108A (en) * | 2012-11-23 | 2013-03-13 | 中铁四局集团建筑工程有限公司 | Construction method of deep foundation pit close to building and adopting underground structure as internal support |
| CN109403339A (en) * | 2018-10-16 | 2019-03-01 | 中建局集团建设发展有限公司 | The deep basal pit composite supporting construction and its method for protecting support of double-row pile combination method of center island |
| CN111305218A (en) * | 2018-12-11 | 2020-06-19 | 宏润建设集团股份有限公司 | Construction method for foundation pit excavation |
| CN211172000U (en) * | 2019-09-30 | 2020-08-04 | 中国建筑第八工程局有限公司 | Foundation pit enclosure system with combination of support piles and concrete main structure |
| CN112695765A (en) * | 2020-12-07 | 2021-04-23 | 中铁五局集团有限公司 | Steel support construction method for foundation pit enclosure structure of open cut section of subway station |
-
2021
- 2021-06-24 CN CN202110701678.2A patent/CN113356230A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966108A (en) * | 2012-11-23 | 2013-03-13 | 中铁四局集团建筑工程有限公司 | Construction method of deep foundation pit close to building and adopting underground structure as internal support |
| CN109403339A (en) * | 2018-10-16 | 2019-03-01 | 中建局集团建设发展有限公司 | The deep basal pit composite supporting construction and its method for protecting support of double-row pile combination method of center island |
| CN111305218A (en) * | 2018-12-11 | 2020-06-19 | 宏润建设集团股份有限公司 | Construction method for foundation pit excavation |
| CN211172000U (en) * | 2019-09-30 | 2020-08-04 | 中国建筑第八工程局有限公司 | Foundation pit enclosure system with combination of support piles and concrete main structure |
| CN112695765A (en) * | 2020-12-07 | 2021-04-23 | 中铁五局集团有限公司 | Steel support construction method for foundation pit enclosure structure of open cut section of subway station |
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Application publication date: 20210907 |