CN220927867U - Support system for controlling foundation pit displacement - Google Patents
Support system for controlling foundation pit displacement Download PDFInfo
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- CN220927867U CN220927867U CN202322176872.0U CN202322176872U CN220927867U CN 220927867 U CN220927867 U CN 220927867U CN 202322176872 U CN202322176872 U CN 202322176872U CN 220927867 U CN220927867 U CN 220927867U
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- 238000006073 displacement reaction Methods 0.000 title claims abstract description 37
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 238000004873 anchoring Methods 0.000 claims description 14
- 230000002787 reinforcement Effects 0.000 claims description 10
- -1 lattice column Substances 0.000 claims description 2
- 230000008602 contraction Effects 0.000 abstract description 3
- 239000002689 soil Substances 0.000 description 17
- 238000009412 basement excavation Methods 0.000 description 11
- 238000010276 construction Methods 0.000 description 6
- 238000000034 method Methods 0.000 description 3
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000518 rheometry Methods 0.000 description 1
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Abstract
The utility model discloses a support system for controlling foundation pit displacement, which comprises: a building envelope; the transverse support system comprises a first concrete transverse support to a nth concrete transverse support which are sequentially and horizontally arranged along the height direction of the foundation pit; the first to N concrete transverse supports comprise a plurality of prefabricated supports which are distributed on the same plane and are arranged at intervals; and the two ends of the stress application device are respectively connected with the enclosure structure and the prefabricated support, and the stress application device can apply prestress to the enclosure structure through a control system. According to the utility model, the first to Nth concrete transverse supports are horizontally arranged in sequence along the height direction of the foundation pit, the stress application device is arranged between the prefabricated support and the enclosure structure, and the enclosure structure can be prestressed by utilizing the expansion and contraction of the stress application device, so that the displacement of the enclosure structure can be actively controlled.
Description
Technical Field
The utility model relates to the technical field of foundation pit engineering, in particular to a supporting system for controlling foundation pit displacement.
Background
Foundation pit excavation may cause displacement of surrounding soil mass, thereby affecting the safety of surrounding structures. The types of existing support systems and the problems that exist are as follows:
1. The servo type steel support system adopts a mode that one jack is connected with one steel support, is of a strip-shaped structure, can control displacement of an enclosure structure, but has large span in the condition of large-area foundation pit excavation, is easy to be unstable, and can generate linkage failure reaction once being unstable, so that the risk of the foundation pit is increased; in addition, the servo type steel support system has the advantages of relatively low bearing capacity, relatively dense horizontal and vertical support intervals and relatively high manufacturing cost.
2. The stability of the concrete supporting system is higher, but the system cannot be remedied by adopting measures after displacement, so that the system cannot actively control the displacement of the enclosure structure; in addition, the excavation of the foundation pit to a specified height to the formation of the concrete support and the achievement of the design strength takes a longer period, during which the foundation pit is displaced considerably due to the rheology of the soil mass at the bottom of the foundation pit as a result of the support not being applied in time.
In summary, the prior art cannot give consideration to the advantages of active displacement control and system stability, and has long construction period and high cost.
Disclosure of utility model
In view of the foregoing, it is desirable to provide a support system for controlling foundation pit displacement.
A support system for controlling foundation pit displacement, comprising:
a building envelope;
The transverse support system comprises a first concrete transverse support to a nth concrete transverse support which are sequentially and horizontally arranged along the height direction of the foundation pit; the first to N concrete transverse supports comprise a plurality of prefabricated supports which are distributed on the same plane and are arranged at intervals;
And the two ends of the stress application device are respectively connected with the enclosure structure and the prefabricated support, and the stress application device can apply prestress to the enclosure structure through a control system.
In one embodiment, a reinforcement cage is arranged on the outer side of the prefabricated support, and a concrete layer is poured on the periphery of the reinforcement cage;
In one embodiment, the supports on the same plane of the first to nth concrete lateral supports can be all prefabricated supports or a combination of prefabricated supports and concrete supports.
In one embodiment, the concrete lateral support may have pre-buried stress application means, cooperating with the pre-fabricated support.
In one embodiment, the prefabricated support is one or more of section steel, lattice column, steel pipe, concrete, and steel pipe concrete.
In one embodiment, the method further comprises:
the support connecting rods are respectively and horizontally arranged at the middle positions of the bottoms of the second to Nth concrete transverse supports;
The vertical column unit is vertically arranged in the foundation pit and comprises a vertical column and a vertical column pile, the top of the vertical column is connected with the first concrete transverse support, the middle parts of the vertical column are respectively and sequentially fixedly connected with support connecting rods with different heights, the bottom of the vertical column is penetrated in the vertical column pile, and the vertical column pile is fixed at the pit bottom of the foundation pit.
In one embodiment, a splayed concrete support is fixedly connected between two horizontally adjacent prefabricated supports, and the middle part of the splayed concrete support is connected with the enclosure structure.
In one embodiment, a wedge block unit is arranged between one end of the splayed concrete support and the enclosure structure, the wedge block unit comprises an upper wedge block and a lower wedge block which are matched with each other, one side of the upper wedge block is contacted with one end of the splayed concrete support, and one side of the lower wedge block is contacted with the enclosure structure.
In one embodiment, the force device comprises:
The jack comprises a jack body and a movable head which are connected with each other, wherein the bottom of the jack body is connected with first to nth concrete transverse supports through an embedded part steel plate and first anchoring steel bars, and the movable head is connected with the enclosure structure through a jack pad plate and second anchoring steel bars;
And the control system is connected with the jack through an oil pipe.
In one embodiment, the enclosure comprises a diaphragm wall or a row of piles, the row of piles comprises an enclosure purlin and a cast-in-place pile body, and the cast-in-place pile body is located outside the enclosure purlin.
According to the support system for controlling the displacement of the foundation pit, the first to N concrete transverse supports are sequentially and horizontally arranged along the height direction of the foundation pit, the stress application device is arranged between the prefabricated support and the enclosure structure, and the enclosure structure can be prestressed by utilizing the expansion and contraction of the stress application device, so that the displacement of the enclosure structure can be actively controlled.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present utility model, the drawings that are needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present utility model, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic structural view of a support system for controlling foundation pit displacement according to a first embodiment of the present utility model;
FIG. 2 is an elevation cross-sectional view of FIG. 1;
FIG. 3 is a schematic view of the force device of the present utility model;
FIG. 4 is another distribution diagram of the force device of the present utility model;
FIG. 5 is a schematic view of the wedge unit of the present utility model;
FIG. 6 is a schematic view of a first construction of a concrete lateral support body of the present utility model;
FIG. 7 is a schematic view of a second construction of a concrete lateral support body of the present utility model;
FIG. 8 is a top view of the first through N concrete lateral support slotted excavation of the present utility model;
FIG. 9 is a schematic structural view of a support system for controlling foundation pit displacement according to a second embodiment of the present utility model;
FIG. 10 is an elevation cross-sectional view of FIG. 9;
FIG. 11 is a schematic illustration of the location of the purlin and grouting holes of the present utility model.
Detailed Description
In order that the utility model may be readily understood, a more complete description of the utility model will be rendered by reference to the appended drawings. Preferred embodiments of the present utility model are shown in the drawings. This utility model may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.
It will be understood that when an element is referred to as being "fixed to" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this utility model belongs. The terminology used herein in the description of the utility model is for the purpose of describing particular embodiments only and is not intended to be limiting of the utility model.
Embodiment one:
Referring to fig. 1-8, an embodiment of the present utility model provides a support system for controlling displacement of a foundation pit, comprising:
A building enclosure 1; the enclosure 1 may include a diaphragm wall 101 or the like.
The transverse support system comprises a first concrete transverse support (31-3N) to an nth concrete transverse support (31-3N) which are horizontally arranged in sequence along the height direction of the foundation pit; the first to N-th concrete transverse supports (31-3N) comprise a plurality of prefabricated supports 321 which are distributed on the same plane and are arranged at intervals;
And the two ends of the stressing device 4 are respectively connected with the enclosure structure 1 and the prefabricated support 321, and can apply prestress to the enclosure structure 1 through a control system. Alternatively, the force means 4 may be provided on one or both sides of said lateral support system 3.
In this embodiment, the first to nth concrete lateral supports (31-3N) are divided in sequence mainly according to the number of soil layers at the time of excavation, for example: after the first layer of soil body is excavated from top to bottom, a first concrete transverse support 31 can be erected, after that, the second layer of soil body is excavated downwards continuously, a second concrete transverse support 32 can be erected, and so on, the nth layer of soil body is excavated downwards continuously, and an nth concrete transverse support 3N can be erected, wherein N is an integer greater than 2.
According to the support system for controlling the displacement of the foundation pit, the first to N-th concrete transverse supports (31-3N) are sequentially and horizontally arranged along the height direction of the foundation pit, the stress application device 4 is arranged between the prefabricated support 321 and the enclosure structure 1, and the enclosure structure 1 can be prestressed by utilizing the expansion and contraction of the stress application device 4, so that the displacement of the enclosure structure 1 can be actively controlled.
In an embodiment of the present utility model, a reinforcement cage 322 is disposed at the outer side of the prefabricated support 321, and a concrete layer 323 is poured at the outer periphery thereof; or one side or two sides of the prefabricated support 321 are provided with transverse support bodies, and at this time, the prefabricated support 321 can be detached after the transverse support bodies are installed.
In an embodiment of the present utility model, the first to nth concrete lateral supports (31-3N) may be all prefabricated supports or a combination of prefabricated supports and concrete supports. Optionally, the concrete transverse support can be embedded with a stress application device to cooperatively stress with the prefabricated support.
In one embodiment, the prefabricated support 321 may be a steel pipe, a section steel, a prefabricated concrete pile, or the like; the reinforcement cage 322 and the form may be previously installed on the ground around the prefabricated support 321 and then lifted to a predetermined position together with the prefabricated support 321.
In an embodiment of the present utility model, further includes:
A plurality of support connection rods 5 horizontally arranged at the middle positions of the bottoms of the second to Nth concrete transverse supports (32-3N) respectively;
the stand column unit 6 is vertically arranged in the foundation pit, the stand column unit 6 comprises a stand column 61 and a stand column pile 62, the top of the stand column 61 is connected with the first concrete transverse support 31, the middle parts of the stand column 61 are respectively and sequentially fixedly connected with the support connecting rods 5 with different heights, the bottom of the stand column 61 is penetrated in the stand column pile 62, and the stand column pile 62 is fixed at the pit bottom of the foundation pit.
In this embodiment, the support bar 5 of each layer is used to connect all the prefabricated supports 321 in the plane, so that the overall structural strength can be improved. The upright post 61 can be arranged between two horizontally adjacent prefabricated supports 321, so that a complete support system can be formed, the stability is high, the bearing capacity is strong, and the horizontal and vertical intervals of the concrete transverse support can be slightly widened, thereby reducing the manufacturing cost.
In an embodiment of the present utility model, a splayed concrete support 7 is fixedly connected between horizontally adjacent prefabricated supports 321, and the middle part of the splayed concrete support 7 is connected with the enclosure structure 1. In this way, the structural strength between two horizontally adjacent prefabricated supports 321 can be increased through the splayed concrete supports 7, and the reduction of the support stability caused by overlarge spacing between the two prefabricated supports is avoided.
In an embodiment of the present utility model, a wedge unit 8 is disposed between one end of the splayed concrete support 7 and the enclosure structure 1, the wedge unit 8 includes an upper wedge 81 and a lower wedge 82 that are matched with each other, one side of the upper wedge 81 contacts one end of the splayed concrete support 7, and one side of the lower wedge 82 contacts the enclosure structure 1. In this embodiment, when a gap is created between enclosure 1 and lower wedge 82, upper wedge 81 may be knocked to close the gap between enclosure 1 and lower wedge 82.
In one embodiment of the present utility model, the force applying device 4 includes:
The jack comprises a jack body 41 and a movable head 42 which are connected with each other, wherein the bottom of the jack body 41 is connected with first to Nth concrete transverse supports (31-3N) through an embedded part steel plate 13 and a first anchoring steel bar 14, and the movable head 42 is connected with the enclosure structure 1 through a jack pad plate 9 and a second anchoring steel bar 10;
The control system 11 is connected with the jack through an oil pipe 12.
In this embodiment, the control system 11 controls the jack to extend the movable head 42 to adjust the displacement of the enclosure structure 1 at the corresponding position. The embedded part steel plate 13, the first anchoring steel bars 14, the jack cushion plate 9 and the second anchoring steel bars 10 are arranged, so that the contact area between the jack and the enclosure structure 1 and the contact area between the jack and the first to N concrete transverse supports (31-3N) are increased, and the connection strength is improved.
The embodiment of the utility model provides a construction method of a support system for controlling foundation pit displacement, which comprises the following steps:
S1, positioning and constructing an underground enclosure structure and a column unit; specifically, the embedded part steel plate 13 and the first anchoring steel bar 14 are embedded in the steel reinforcement cage of the underground continuous wall 101, and the embedded positions of the embedded part steel plate 13 and the first anchoring steel bar 14 are consistent with the installation positions of the jacks. In consideration of construction errors, the embedded part steel plate 13 may be appropriately used as a steel plate larger than a design size. The upright posts 61 of the upright post unit 6 are inserted into the upright post piles 62, and the specific insertion depth can be adjusted according to design requirements and stress.
S2, excavating a first layer of soil body and forming a first concrete transverse support; specifically, excavating a first layer of soil body to the depth of the bottom of the first concrete transverse support 31, erecting a concrete support template, placing a reinforcement cage, and welding with the upright post unit 6; concrete is poured to form a first concrete lateral support 31.
S3, when the first concrete transverse support 31 is cured to the designed strength, the second layer of soil body is wholly excavated to the depth of the bottom of the second concrete transverse support 32; slotted excavation may also be used to excavate the support perimeter soil to the depth of the bottom of the second concrete lateral support 32.
S4, installing the prefabricated support 321 and the stress application device 4, and applying prestress to the enclosure structure 1; specifically, a prefabricated support 321 is erected, a jack is arranged, a jack body 41 of the jack is fixed on the embedded part steel plate 13 through bolts, and the second concrete transverse support 32 is connected through a first anchoring steel bar 14; the movable head 42 on the other side is fixed on the jack pad plate 9 through bolts, is connected with the underground diaphragm wall 101 through the second anchoring steel bars 10, and applies prestress (the size of the prestress depends on design).
S5, arranging reinforcement cages 322 at the periphery of the prefabricated support 321 and pouring concrete 323, or arranging concrete supports at one side or two sides of the prefabricated support 321 to form a second concrete transverse support 32, and when the second concrete transverse support 32 is cured to the design strength, applying prestress step by step according to the design requirement;
S6, applying transverse thrust to the outside of the foundation pit to the enclosure structure 1 through the stress application device 4 to realize active control of displacement; specifically, the jack is connected with an external control system 11 through an oil pipe 12, and when the enclosure structure 1 generates larger displacement in the excavation process, the control system 11 controls oil pressure to apply transverse thrust to the underground diaphragm wall 101 outside the foundation pit, so that the displacement of the underground diaphragm wall 101 is reduced, and active control of the displacement is realized. When a gap is created between underground diaphragm wall 101 and lower wedge block 82, upper wedge block 81 may be struck to close the gap between underground diaphragm wall 101 and lower wedge block 82.
S7, excavating a third layer of soil body to the depth of the bottom of the third concrete transverse support 33, and repeating the steps S3-S6;
s8, excavating an N layer soil body to the pit bottom, and completing all excavation.
Embodiment two:
Referring to fig. 9-11, in the present embodiment, the enclosure 1 includes a row pile 102, the row pile 102 includes an enclosing purlin 1021 and a cast-in-place pile body 1022, and the cast-in-place pile body 1022 is located outside the enclosing purlin 1021. The enclosing purlin 1021 can be a prefabricated enclosing purlin spliced by section steel, and can also be a concrete enclosing purlin spliced by section steel and encased with concrete.
The construction method of the embodiment is as follows:
S1, positioning and constructing the cast-in-place pile 102 and the upright post unit 6. Specifically, the upright posts 61 of the upright post unit 6 are inserted into the upright post piles 62, and the specific insertion depth can be adjusted according to design requirements and stress.
S2, excavating a first layer of soil body to the depth of the bottom of the first concrete transverse support 31, erecting a concrete support template, placing a reinforcement cage, and welding with the upright column units 6; pouring concrete to form a first concrete transverse support 31;
s3, when the first concrete transverse support 31 is cured to the designed strength, grooving and excavating are carried out on the prefabricated support area to the bottom of the second concrete transverse support or the second layer of soil body is wholly excavated to the depth of the bottom of the second concrete transverse support 32; slotted excavation can also be used to excavate the soil surrounding the purlin 1021 to the depth of the bottom of the second concrete lateral support 32.
S4, installing the prefabricated support 321 and the stress application device 4, and applying prestress to the enclosure structure 1; specifically, a prefabricated support 321 is erected, a jack is arranged, a jack body 41 of the jack is fixed on the embedded part steel plate 13 through bolts, and the second concrete transverse support 32 is connected through a first anchoring steel bar 14; the movable head 42 on the other side is fixed on the jack pad plate 9 through bolts, is connected with the enclosing purlin 1021 through the second anchoring steel bars 10, and applies prestress (the size of the prestress depends on design).
And S5, arranging reinforcement cages 322 at the periphery of the prefabricated support 321 and pouring concrete 323, or arranging concrete supports at one side or two sides of the prefabricated support 321 to form a second concrete transverse support 32, and applying prestress step by step according to design requirements when the second concrete transverse support 32 is cured to the design strength.
S6, applying transverse thrust to the outside of the foundation pit to the enclosure structure 1 through the stress application device 4 to realize active control of displacement; specifically, the jack is connected with an external control system 11 through an oil pipe 12, and when the enclosure structure 1 generates larger displacement in the process of excavation, the control system 11 controls oil pressure to apply transverse thrust to the exterior of the foundation pit to the bored concrete pile body 1022, so that the displacement of the bored concrete pile body 1022 is reduced, and active control of the displacement is realized; when the surrounding purlin 1021 and the splayed concrete support 7 form a gap, grouting holes can be used for grouting to close the gap.
S7, excavating a third layer of soil body to the depth of the bottom of the third concrete transverse support 33, and repeating the steps S3-S6;
s8, excavating an N layer soil body to the pit bottom, and completing all excavation.
The technical features of the above-described embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above-described embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.
The examples described above represent only a few embodiments of the present utility model and are not to be construed as limiting the scope of the utility model. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the utility model, which are all within the scope of the utility model. Accordingly, the scope of protection of the present utility model is to be determined by the appended claims.
Claims (10)
1. A support system for controlling foundation pit displacement, comprising:
a building envelope;
The transverse support system comprises a first concrete transverse support to a nth concrete transverse support which are sequentially and horizontally arranged along the height direction of the foundation pit; the first to N concrete transverse supports comprise a plurality of prefabricated supports which are distributed on the same plane and are arranged at intervals;
And the two ends of the stress application device are respectively connected with the enclosure structure and the prefabricated support, and the stress application device can apply prestress to the enclosure structure through a control system.
2. The support system for controlling foundation pit displacement of claim 1, wherein the outer side of the prefabricated support is provided with a reinforcement cage, and a concrete layer is poured on the outer periphery.
3. The system of claim 1, wherein the first to nth concrete lateral supports are all prefabricated or a combination of prefabricated and concrete supports.
4. A support system for controlling foundation pit displacement as claimed in claim 3, wherein said concrete lateral support is pre-embeddable with force applying means, in conjunction with said prefabricated support.
5. The support system for controlling foundation pit displacement of claim 1, wherein the prefabricated support is one or more of section steel, lattice column, steel pipe, concrete, steel pipe concrete.
6. The support system for controlling foundation pit displacement of claim 2, further comprising:
the support connecting rods are respectively and horizontally arranged at the middle positions of the bottoms of the second to Nth concrete transverse supports;
the vertical column unit is vertically arranged in the foundation pit and comprises a vertical column and a vertical column pile, the top of the vertical column is connected with a first concrete transverse support, the middle parts of the vertical column are respectively and sequentially fixedly connected with support connecting rods of different heights, the bottom of the vertical column is penetrated in the vertical column pile, and the vertical column pile is fixed at the pit bottom of the foundation pit.
7. The support system for controlling foundation pit displacement of claim 4, wherein a splayed concrete support is fixedly connected between two horizontally adjacent prefabricated supports, and the middle part of the splayed concrete support is connected with the enclosure structure.
8. The system of claim 7, wherein a wedge unit is disposed between one end of the splayed concrete support and the enclosure, the wedge unit comprising an upper wedge and a lower wedge that cooperate with each other, one side of the upper wedge being in contact with one end of the splayed concrete support, one side of the lower wedge being in contact with the enclosure.
9. The support system for controlling foundation pit displacement of claim 1, wherein said force applying means comprises:
The jack comprises a jack body and a movable head which are connected with each other, wherein the bottom of the jack body is connected with first to nth concrete transverse supports through an embedded part steel plate and first anchoring steel bars, and the movable head is connected with the enclosure structure through a jack pad plate and second anchoring steel bars;
And the control system is connected with the jack through an oil pipe.
10. The support system for controlling foundation pit displacement of claim 8, wherein the enclosure comprises a diaphragm wall or a row of piles comprising an enclosing purlin and a bored concrete pile body, the bored concrete pile body being located outside the enclosing purlin.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202322176872.0U CN220927867U (en) | 2023-08-14 | 2023-08-14 | Support system for controlling foundation pit displacement |
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| CN202322176872.0U CN220927867U (en) | 2023-08-14 | 2023-08-14 | Support system for controlling foundation pit displacement |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116815789A (en) * | 2023-08-14 | 2023-09-29 | 上海勘察设计研究院(集团)有限公司 | A support system and construction method for controlling foundation pit displacement |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116815789A (en) * | 2023-08-14 | 2023-09-29 | 上海勘察设计研究院(集团)有限公司 | A support system and construction method for controlling foundation pit displacement |
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