CN111549785A - Support system and construction method thereof - Google Patents
Support system and construction method thereof Download PDFInfo
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- CN111549785A CN111549785A CN202010206949.2A CN202010206949A CN111549785A CN 111549785 A CN111549785 A CN 111549785A CN 202010206949 A CN202010206949 A CN 202010206949A CN 111549785 A CN111549785 A CN 111549785A
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- underground continuous
- support
- continuous wall
- support system
- steel
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- 238000010276 construction Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 41
- 239000010959 steel Substances 0.000 claims abstract description 41
- 239000011378 shotcrete Substances 0.000 claims abstract description 12
- 230000002787 reinforcement Effects 0.000 claims description 26
- 239000004567 concrete Substances 0.000 claims description 18
- 238000004519 manufacturing process Methods 0.000 claims description 10
- 238000007789 sealing Methods 0.000 claims description 8
- 239000003921 oil Substances 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 3
- 239000010720 hydraulic oil Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 239000002689 soil Substances 0.000 abstract description 19
- 238000009412 basement excavation Methods 0.000 description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 230000035945 sensitivity Effects 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 238000007792 addition Methods 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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Classifications
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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
Abstract
The invention discloses a supporting system and a construction method thereof, wherein the supporting system comprises an underground continuous wall and a plurality of inner supports, wherein the two surfaces of the underground continuous wall are opposite; each underground continuous wall is provided with a plurality of rows of mounting groove groups, and each row of mounting grooves is provided with a plurality of mounting grooves; the two-sided underground continuous wall is connected to the interior support, the interior support includes a plurality of steel shotcrete, stand and two baffles, two the parallel interval of baffle is arranged, and is a plurality of the parallel interval of steel shotcrete is arranged, and the both ends of every steel shotcrete pass two the baffle and stretch into in the mounting groove of two-sided underground continuous wall and even as an organic whole with underground continuous wall, the stand is in between two baffles and connects a plurality ofly the steel shotcrete. The whole inner support and the underground continuous wall are built together, the inner support and the underground continuous wall are connected into a whole, namely the lower part of the inner support is installed in advance, and even if the soil body in the pit is weak or the external soil pressure is increased, the deformation of a supporting system cannot be too large, and a series of serious consequences such as instability and collapse are avoided.
Description
Technical Field
The invention relates to the technical field of foundation pit construction, in particular to a supporting system and a construction method thereof.
Background
In the fluvial plain widely existing in the southeast coastal region, the engineering geological layer is mainly thick-layer soft soil, the water content of the engineering geological layer can reach more than 50 percent, the compressibility can reach 0.3 to 0.9, the sensitivity is high, the thixotropy is high, the rheological property is high, the water permeability is low, and silt and sand are mixed, so that the strength is low, and the construction deformation is large. The foundation pit engineering with the length of more than 5 meters usually adopts a form of enclosing an underground continuous wall and an inner support. The thickness of the diaphragm wall is 600mm, 800mm, 1000mm and 1200 mm. The underground continuous wall has high rigidity and good water stopping effect; the inner support can be steel support, concrete support or a combination of the two. The underground continuous wall and inner support system is the strongest support type in the support structure.
The construction of the underground continuous wall and the internal support system comprises two stages. The first stage is the construction stage of the underground continuous wall and the crown beam (sometimes including concrete support), at the moment, the foundation pit is not excavated, and the problem of the damage of the enclosure structure does not exist; the second stage is an excavation stage, in which the earth is excavated in layers, when the earth is excavated to a certain depth, an inner support (steel support or concrete support) is erected, then the next cycle from excavation to erection is carried out until the earth is excavated to the bottom of the pit, and finally the bottom plate is made of concrete. In the second stage, the excavation and supporting system is alternately carried out, the supporting system is easy to damage due to factors such as complex geology, overlarge soil stress, overbreak of earthwork, quality problems of the supporting system and the like, and common damage forms include underground continuous wall breakage, overlarge wall deformation, inclination, skirting, inner support instability, serious integral instability collapse and the like. The damage of the support system causes very disastrous loss of life and property.
From the integral perspective of the structural system, before excavation, the diaphragm wall, the upper support and the earthwork in the pit and the earthwork outside the pit form a stable static force balance system. In the excavation stage, the pressure difference between the inside and the outside is gradually increased along with the continuous release of the soil stress in the pit. As the inner side of the diaphragm wall is gradually exposed, the diaphragm wall presents sheet-shaped structures which are loosely connected with each other and erected or hung, the integrity and the stability are poorer and poorer, and the risk is increased. The deeper the excavation, the greater the risk of structural failure instability.
Engineering practices show that once the concrete bottom sealing is finished, the risk of damage and instability of a system is immediately and greatly reduced. However, according to the current construction technology, the pit bottom cannot be supported and reinforced before the pit bottom is excavated, and the construction risk of the diaphragm wall and inner support supporting system is troubled by engineering technicians for a long time.
Disclosure of Invention
Aiming at the defects in the prior art, a supporting system and a construction method thereof are provided, aiming at solving the problems that the foundation pit is over excavated, the soil stress in the pit is continuously released, the internal and external pressure difference is gradually increased, the supporting system is easy to damage, and the integrity and the stability are increasingly poor in the prior art.
The technical scheme adopted by the invention for solving the technical problems is as follows:
support system, its characterized in that includes:
two opposite underground continuous walls; each underground continuous wall is provided with a plurality of rows of mounting groove groups, and each row of mounting grooves is provided with a plurality of mounting grooves;
a plurality of inner supports; the two-sided underground continuous wall is connected to the interior support, the interior support includes a plurality of steel shotcrete, stand and two baffles, two the parallel interval of baffle is arranged, and is a plurality of the parallel interval of steel shotcrete is arranged, and the both ends of every steel shotcrete pass two the baffle and stretch into in the mounting groove of two-sided underground continuous wall and even as an organic whole with underground continuous wall, the stand is in between two baffles and connects a plurality ofly the steel shotcrete.
Preferably, a reinforcement cage is arranged in the continuous wall.
Preferably, the inner support further comprises a connecting structure connected to the steel support, the connecting structure comprising:
the end cover is connected with the end part of the steel support;
the sliding sleeve is movably sleeved with the end cover; the sliding sleeve is provided with a steel bar group extending towards the direction far away from the end part of the steel support;
and the driving assembly is used for driving the sliding sleeve to move relative to the end cover so as to switch the state that the reinforcement group extends into the reinforcement cage or extends out of the reinforcement cage.
Preferably, the underground continuous wall further comprises a plurality of crown beams, and the crown beams are connected with the two underground continuous walls.
Preferably, the drive assembly includes motor, hydraulic pump, hydraulic jack, oil tank, hydrovalve, the motor is used for driving the hydraulic pump, the hydraulic pump is used for driving hydraulic jack, hydraulic jack is used for driving the sliding sleeve relative the end cover activity, the oil tank is used for doing hydraulic jack supplies hydraulic oil, and the hydrovalve is used for controlling hydraulic jack's stroke.
The construction method of the support system is characterized by comprising the following steps:
when the underground continuous wall is manufactured, an inner support is installed;
casting an underground continuous wall and connecting the inner support and the two underground continuous walls into a whole;
sealing the underground continuous wall for a circle;
manufacturing a crown beam;
manufacturing a first concrete support;
excavating a foundation pit in layers and erecting temporary supports in layers until the foundation pit is excavated to the bottom of the foundation pit;
and (7) sealing the bottom.
Preferably, before the underground continuous wall is manufactured, a first groove of the underground continuous wall is opened, and the reinforcement cage is placed in the first groove.
Preferably, a second groove for placing the inner support is formed at the same time or after the first groove is formed.
Preferably the sets of bars in the driven inner support project into the reinforcement cage.
Preferably, the underground continuous wall is poured to integrate the underground continuous wall with the inner support.
In the invention, the whole inner support and the underground continuous wall are built together, and the inner support and the underground continuous wall are connected into a whole, namely the lower part of the inner support is installed in advance, so that the deformation of a support system cannot be too large even if the soil body in a pit is weak or the external soil pressure is increased, and a series of serious consequences such as instability and collapse are avoided. .
Drawings
Fig. 1 is a schematic structural view illustrating construction of a supporting system at a site of a foundation pit according to an embodiment.
Fig. 2 is a schematic structural view of a support system in the embodiment.
Fig. 3 is a schematic structural diagram of the inner support in the embodiment.
Fig. 4 is a schematic view of the connection structure and the inner support in the embodiment.
Fig. 5 is a schematic structural view of the connection of the inner support to the underground continuous wall in the embodiment.
Detailed Description
In the fluvial plain widely existing in the southeast coastal region, the engineering geological layer is mainly thick-layer soft soil, the water content of the engineering geological layer can reach more than 50 percent, the compressibility can reach 0.3 to 0.9, the sensitivity is high, the thixotropy is high, the rheological property is high, the water permeability is low, and silt and sand are mixed, so that the strength is low, and the construction deformation is large. The foundation pit 200 project with more than 5 meters is usually in the form of an enclosure of the underground continuous wall 110 and the inner support 120. The thickness of the diaphragm wall is 600mm, 800mm, 1000mm and 1200 mm. The underground continuous wall 110 has high rigidity and good water stopping effect; the inner support 120 may be steel support 120, concrete support, or a combination of both. The underground continuous wall 110 plus inner support 120 system is the strongest type of support in the support structure.
The construction of the underground diaphragm wall 110 plus internal support 120 system includes two stages. The first stage is the construction stage of the underground diaphragm wall 110 and the crown beam 130 (sometimes including concrete supports), at this time, the foundation pit 200 is not excavated, and the problem of the damage of the enclosure structure does not exist; the second stage is an excavation stage, in which the earth is excavated in layers, when the earth is excavated to a certain depth, the inner support 120 (steel support 120 or concrete support) is erected, then the next cycle from excavation to erection is performed until the bottom of the pit is excavated, and finally the bottom plate is made of concrete. In the second stage, the excavation and supporting system is alternately carried out, the supporting system is easy to damage due to factors such as complex geology, overlarge soil stress, overexcavation of earthwork, quality problems of the supporting system and the like, and common damage forms include breakage of a diaphragm wall, overlarge deformation of a wall body, inclination, skirting, instability of an inner support, serious instability and even collapse of the whole body. The damage of the support system causes very disastrous loss of life and property.
From the integral perspective of the structural system, before excavation, the diaphragm wall, the upper support and the earthwork in the pit and the earthwork outside the pit form a stable static force balance system. In the excavation stage, the pressure difference between the inside and the outside is gradually increased along with the continuous release of the soil stress in the pit. As the inner side of the diaphragm wall is gradually exposed, the diaphragm wall presents sheet-shaped structures which are loosely connected with each other and erected or hung, the integrity and the stability are poorer and poorer, and the risk is increased. The deeper the excavation, the greater the risk of structural failure instability.
Engineering practices show that once the concrete bottom sealing is finished, the risk of damage and instability of a system is immediately and greatly reduced. However, according to the current construction technology, the pit bottom cannot be supported and reinforced before the pit bottom is excavated, and the construction risk of the diaphragm wall and inner support 120 supporting system is troubled by engineering technicians for a long time.
The following are specific embodiments of the present invention and are further described with reference to the drawings, but the present invention is not limited to these embodiments.
Referring to fig. 1-5, the present invention discloses a timbering system 100, said timbering system 100 comprising an underground continuous wall 110 and a plurality of inner supports 120; underground diaphragm walls 110 opposite in both sides; each underground continuous wall 110 is provided with a plurality of rows of mounting groove groups, and each row of mounting grooves is provided with a plurality of mounting grooves; in this embodiment, the two underground continuous walls 110 are arranged in parallel, the plurality of inner supports 120 are arranged at intervals and connected with the two underground continuous walls 110, when the underground continuous walls 110 are constructed, a first groove of the underground continuous walls 110 is dug, the reinforcement cage 111 is placed in the first groove, and then concrete is poured.
The inner support 120 is connected with the two-sided underground continuous wall 110, the inner support 120 comprises a plurality of steel supports 120, upright columns 122 and two baffle plates 123, the two baffle plates 123 are arranged in parallel at intervals, the plurality of steel supports 120 are arranged in parallel at intervals, two end parts of each steel support 120 penetrate through the two baffle plates 123 and extend into the mounting grooves of the two-sided underground continuous wall 110, and the upright columns 122 are positioned between the two baffle plates 123 and are connected with the plurality of steel supports 120.
The inner support 120 is of a fence-like structure, two ends of each steel support 120 respectively extend into mounting grooves in the two underground continuous walls 110, when the supporting system 100 is built, before the underground continuous walls 110 are poured, a reinforcement cage 111 is placed in a first groove, two ends of each steel support 120 respectively extend into the reinforcement cage 111 of the first groove, and concrete is poured into the first groove, so that the inner support 120 and the underground continuous walls 110 are connected into a whole.
The inner support 120 further comprises a connecting structure connected with the steel support 120, wherein the connecting structure comprises an end cap 124 connected with the end of the steel support 120, a sliding sleeve 125 movably sleeved with the end cap 124 and a driving assembly 127; the sliding sleeve 125 is provided with a steel bar group 126 extending towards the direction far away from the end of the steel support 120; the driving assembly 127 is used for driving the sliding sleeve 125 to move relative to the end cover 124 so as to switch the state that the reinforcement bar group 126 extends into the reinforcement cage 111 or extends out of the reinforcement cage 111.
In this embodiment, the end cap 124 is sleeved on the end of the steel support 120, and the steel support 120 and the end cap 124 are connected together by bolts, and the sliding sleeve 125 is sleeved on the end cap 124, is in close contact with the end cap 124, and can slide relatively; the driving assembly 127 is used for driving the sliding sleeve 125 to move relatively on the end cover 124, so that the reinforcement bar group 126 on the end face of the sliding sleeve 125 extends into the first groove to be connected with the reinforcement cage 111, and concrete is poured to connect the underground continuous wall 110 and the support column into a whole.
The timbering system 100 further comprises a plurality of crown beams 130, the crown beams 130 connecting two underground continuous walls 110.
The crown beams 130 are arranged at intervals.
The driving assembly 127 comprises a motor 127a, a hydraulic pump 127b, a hydraulic jack c, an oil tank 127d and a hydraulic valve, wherein the motor 127a is used for driving the hydraulic pump 127b, the hydraulic pump 127b is used for driving the hydraulic jack c, the hydraulic jack c is used for driving the sliding sleeve 125 to move relative to the end cover 124, the oil tank 127d is used for supplying hydraulic oil to the hydraulic jack c, and the hydraulic valve is used for controlling the stroke of the hydraulic jack c.
Example 2
The construction method of the support system 100 comprises the following steps:
while manufacturing the underground continuous wall 110, installing the inner support 120;
casting the underground continuous wall 110 and connecting the inner support 120 and the two underground continuous walls 110 into a whole;
sealing the underground continuous wall for 110 circles;
manufacturing a crown beam 130;
manufacturing a first concrete support;
excavating the foundation pit 200 in layers and erecting temporary supports in layers until the foundation pit 200 is excavated;
and (7) sealing the bottom.
In this embodiment, in order to avoid that the support system is easily damaged due to factors such as complex geology, excessive soil stress, excessive earth excavation, quality problems of the support system, and the like when the foundation pit 200 is excavated in layers, the inner support 120 and the underground continuous wall 110 are connected into a whole by using the construction method, so that the influence of the excessive soil stress and the excessive earth excavation on the stability of the support system 100 is eliminated.
Before the underground continuous wall 110 is manufactured, a first groove of the underground continuous wall 110 is opened, and a reinforcement cage 111 is placed in the first groove.
A second groove for placing the inner support 120 is opened at the same time as or after the underground continuous wall 110 is dug.
The rebar sets 126 in the drive inner support 120 extend into the rebar cage 111.
The underground continuous wall 110 is poured to integrate the underground continuous wall 110 with the inner support 120.
The connection of the inner support 120 to the underground diaphragm wall 110 is in 4 stages:
(a) and (3) carrying out underground diaphragm wall grooving stage: the movable end part of the steel support 120 retracts, so that the grooving of the diaphragm wall and the hoisting of the reinforcement cage 111 are not influenced;
(b) and (3) hoisting the reinforcement cage 111: the movable end part of the steel support 120 retracts, so that the grooving of the diaphragm wall and the hoisting of the reinforcement cage 111 are not influenced;
(c) the steel reinforcement cage 111 is in place: the movable end of the steel support 120 extends out, and the steel bar group 126 extends into the reinforcement cage 111 of the ground wall;
(d) and (3) pouring the diaphragm wall: pouring concrete, and connecting the movable end and the underground diaphragm wall into a whole.
The construction method in the embodiment specifically comprises the following steps:
firstly, manufacturing an inner support 120, erecting the inner support in a mounting groove, then manufacturing a ground connection wall, and pouring the end parts of the inner support 120 together (to a baffle 123) when pouring the underground continuous wall 110; after the diaphragm wall is sealed for a circle, the crown beam 130 and the first concrete support are manufactured, and then the layered excavation is started as the traditional method. And during soil excavation, properly erecting temporary supports according to the internal force condition of a support system, and circularly performing until the temporary supports are excavated to the bottom of the pit to manufacture a bottom plate. The foundation pit 200 operation is completed.
In this embodiment, from the analysis of the stress angle of the supporting system, as the excavation proceeds, the soil is removed, which is equivalent to unloading in the pit, and the soil pressure outside the pit plays a key role in the lower part of the inner support 120 except that the soil is balanced by the underground continuous wall 110, the upper part of the inner support 120 and the lower part of the inner support 120. In this embodiment, the whole inner support 120 is constructed together with the underground continuous wall 110, and the inner support 120 is connected with the underground continuous wall 110 into a whole, that is, the lower part of the inner support 120 is installed in advance, so that even if the soil in the pit is weak or the external soil pressure is increased, the deformation of the support system is not too large, and a series of serious consequences such as instability and collapse are avoided.
The specific embodiments described herein are merely illustrative of the spirit of the invention. Various modifications or additions may be made to the described embodiments or alternatives may be employed by those skilled in the art without departing from the spirit or ambit of the invention as defined in the appended claims.
Claims (10)
1. Support system, its characterized in that includes:
two opposite underground continuous walls; each underground continuous wall is provided with a plurality of rows of mounting groove groups, and each row of mounting grooves is provided with a plurality of mounting grooves;
a plurality of inner supports; the two-sided underground continuous wall is connected to the interior support, the interior support includes a plurality of steel shotcrete, stand and two baffles, two the parallel interval of baffle is arranged, and is a plurality of the parallel interval of steel shotcrete is arranged, and the both ends of every steel shotcrete pass two the baffle and stretch into in the mounting groove of two-sided underground continuous wall and even as an organic whole with underground continuous wall, the stand is in between two baffles and connects a plurality ofly the steel shotcrete.
2. The support system of claim 1, wherein a reinforcement cage is disposed in the continuous wall.
3. The support system of claim 2, wherein the inner support further comprises a connection structure connected to the steel support, the connection structure comprising:
the end cover is connected with the end part of the steel support;
the sliding sleeve is movably sleeved with the end cover; the sliding sleeve is provided with a steel bar group extending towards the direction far away from the end part of the steel support;
and the driving assembly is used for driving the sliding sleeve to move relative to the end cover so as to switch the state that the reinforcement group extends into the reinforcement cage or extends out of the reinforcement cage.
4. The support system of claim 1, further comprising a plurality of crown beams connecting two underground continuous walls.
5. The support system of claim 3, wherein the driving assembly comprises a motor, a hydraulic pump, a hydraulic jack, an oil tank and a hydraulic valve, the motor is used for driving the hydraulic pump, the hydraulic pump is used for driving the hydraulic jack, the hydraulic jack is used for driving the sliding sleeve to move relative to the end cover, the oil tank is used for supplying hydraulic oil to the hydraulic jack, and the hydraulic valve is used for controlling the stroke of the hydraulic jack.
6. The construction method of the support system is characterized by comprising the following steps:
when the underground continuous wall is manufactured, an inner support is installed;
casting an underground continuous wall and connecting the inner support and the two underground continuous walls into a whole;
sealing the underground continuous wall for a circle;
manufacturing a crown beam;
manufacturing a first concrete support;
excavating a foundation pit in layers and erecting temporary supports in layers until the foundation pit is excavated to the bottom of the foundation pit;
and (7) sealing the bottom.
7. The method of constructing a support system of claim 6, wherein the first groove of the underground diaphragm wall is formed before the underground diaphragm wall is manufactured, and the reinforcement cage is placed in the first groove.
8. A method of constructing a support system according to claim 7 wherein, simultaneously with or after the first slot is formed, a second slot is formed for the placement of the inner support.
9. A method of constructing a support system according to claim 6 wherein the sets of reinforcing bars in the inner driven supports extend into the reinforcement cage.
10. The method of constructing a support system of claim 6, wherein the underground continuous wall is poured to integrate the underground continuous wall with the inner support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010206949.2A CN111549785B (en) | 2020-03-23 | 2020-03-23 | Support system and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010206949.2A CN111549785B (en) | 2020-03-23 | 2020-03-23 | Support system and construction method thereof |
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| Publication Number | Publication Date |
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| CN111549785A true CN111549785A (en) | 2020-08-18 |
| CN111549785B CN111549785B (en) | 2022-05-03 |
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| CN202010206949.2A Expired - Fee Related CN111549785B (en) | 2020-03-23 | 2020-03-23 | Support system and construction method thereof |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11190024A (en) * | 1997-12-25 | 1999-07-13 | Sada Kensetsu:Kk | Earth retaining work |
| CN101418572A (en) * | 2008-10-17 | 2009-04-29 | 上海隧道工程股份有限公司 | Pit construction method employing precast support |
| CN102505699A (en) * | 2011-10-12 | 2012-06-20 | 同济大学建筑设计研究院(集团)有限公司 | Advanced plain concrete wall system for controlling deformation of deep foundation pit, and design method thereof |
| CN103741696A (en) * | 2013-12-23 | 2014-04-23 | 广西科技大学 | Vertical enclosing purlin added inner support system |
| CN108589739A (en) * | 2018-05-31 | 2018-09-28 | 上海宝冶集团有限公司 | It is anti-buckling to support the modularization foundation pit supporting system being combined with beam string |
-
2020
- 2020-03-23 CN CN202010206949.2A patent/CN111549785B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11190024A (en) * | 1997-12-25 | 1999-07-13 | Sada Kensetsu:Kk | Earth retaining work |
| CN101418572A (en) * | 2008-10-17 | 2009-04-29 | 上海隧道工程股份有限公司 | Pit construction method employing precast support |
| CN102505699A (en) * | 2011-10-12 | 2012-06-20 | 同济大学建筑设计研究院(集团)有限公司 | Advanced plain concrete wall system for controlling deformation of deep foundation pit, and design method thereof |
| CN103741696A (en) * | 2013-12-23 | 2014-04-23 | 广西科技大学 | Vertical enclosing purlin added inner support system |
| CN108589739A (en) * | 2018-05-31 | 2018-09-28 | 上海宝冶集团有限公司 | It is anti-buckling to support the modularization foundation pit supporting system being combined with beam string |
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| CN111549785B (en) | 2022-05-03 |
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Granted publication date: 20220503 |