CN210238530U - Foundation pit side wall stress adjusting system for deep and unstable stratum - Google Patents
Foundation pit side wall stress adjusting system for deep and unstable stratum Download PDFInfo
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- CN210238530U CN210238530U CN201920904337.3U CN201920904337U CN210238530U CN 210238530 U CN210238530 U CN 210238530U CN 201920904337 U CN201920904337 U CN 201920904337U CN 210238530 U CN210238530 U CN 210238530U
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- 239000002689 soil Substances 0.000 claims abstract description 33
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- 230000015572 biosynthetic process Effects 0.000 claims description 10
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- 101150054854 POU1F1 gene Proteins 0.000 description 13
- 238000009412 basement excavation Methods 0.000 description 10
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- 239000004567 concrete Substances 0.000 description 6
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Abstract
The utility model relates to a foundation pit side wall stress adjustment system for deep and unstable stratum, which comprises an inner layer enclosure structure, a two-layer supporting plate, an inner support and a plurality of stress adjustment valves; two ends of the inner support are propped against the inner surface of the inner-layer building envelope to control the deformation of the inner-layer building envelope; the two layers of supporting plates are arranged on the outer side of the inner layer enclosure structure in parallel; the stress adjusting valve is arranged between the inner-layer enclosing structure and the second-layer supporting plate, and the stress adjusting valve controls the displacement amount of soil outside the second-layer supporting plate by pushing the second-layer supporting plate. The inner support is matched with the stress adjusting valve, so that the original space state of the enclosure structure is maintained to the maximum extent under the condition that deformation of a thick-layer unstable stratum is effectively controlled, and the inner-layer enclosure structure is prevented from generating overlarge displacement due to the fact that deformation of the unstable stratum is controlled.
Description
Technical Field
The utility model belongs to the technical field of underground structure construction and specifically relates to a foundation ditch lateral wall stress adjustment system for deep unstable stratum.
Background
In the construction process of high-speed railway stations, subway stations and single buildings, the excavation of the foundation pit is a commonly adopted construction process, and along with the improvement of the superstructure construction technology and the increase of the application requirements of underground spaces, the excavation depth of the foundation pit is deeper and deeper. The foundation pit excavation is usually carried out in stratums such as thick-layer filling soil, soft soil, mucky soil, expansive soil and the like under the influence of the landform and the landform of a building site, the stability of soil bodies of the stratums is poor, the stratum is influenced by the surrounding environment and weather, large displacement deformation is easy to occur, and the stability of existing buildings at the periphery of the foundation pit is influenced.
According to the current working situation, the stability of the soil body around the existing building and the foundation pit is mainly measured by establishing a settlement displacement monitoring system around the foundation pit. When the displacement of the soil body around the foundation pit is too large and the settlement deformation of the existing building reaches an early warning value, two treatment measures are adopted. Firstly, support shaft force in the foundation pit support structure is adjusted, and the support shaft force is increased or reduced to drive the support structure to displace, so that the displacement of soil around the foundation pit is controlled. And the other method is to perform grouting in the peripheral deformed soil body and realize stability control of the soil body around the foundation pit through slurry consolidation and the like. The existing method is generally applied, but because the enclosure structure is mostly used as a part of a proposed structure in a foundation pit for permanent use, aiming at the conditions that the thickness of an unstable ground layer is larger and the deformation of a soil body is overlarge, when the supporting axial force is larger, the enclosure structure can also generate larger displacement so as to meet the control requirement of the deformation of the soil body, the integrity or the safety of the enclosure structure is easily damaged, the later practical effect is influenced, and hidden troubles are buried for the safe operation of an underground structure. The grouting method changes the original structure of the foundation soil, is not convenient for secondary development and utilization in the later stage of the soil body around the foundation pit on the one hand, and has irreversible treatment effect on the other hand, and is difficult to realize if reverse adjustment treatment effect is needed in the later stage.
Disclosure of Invention
The utility model aims at providing a foundation ditch lateral wall stress adjustment system for deep unstable stratum according to above-mentioned prior art is not enough, sets up two layers of supporting plates and stress adjustment valve through the outside at original inlayer envelope, when preventing that the peripheral soil body displacement of foundation ditch is too big, controls the deformation degree that the structure was maintained to the inlayer.
The utility model discloses the purpose is realized accomplishing by following technical scheme:
a foundation pit side wall stress adjusting system for a deep and unstable stratum comprises an inner layer enclosure structure, two layers of supporting and protecting plates, an inner support and a plurality of stress adjusting valves; two ends of the inner support are propped against the inner surface of the inner-layer building envelope to control the deformation of the inner-layer building envelope; the two layers of supporting plates are arranged on the outer side of the inner layer enclosure structure in parallel; the stress adjusting valve is arranged between the inner-layer enclosing structure and the second-layer supporting plate, and the stress adjusting valve controls the displacement amount of soil outside the second-layer supporting plate by pushing the second-layer supporting plate.
The inner-layer enclosure structure is an underground continuous wall; the outer surface of the inner-layer enclosure structure is provided with a layer of supporting guard plate; the inner surface of the one layer of supporting guard plate is connected with a reinforcement cage of the inner layer of enclosure structure, and the stress adjusting valve is supported on the outer surface of the one layer of supporting guard plate.
The inner support comprises a support rod and a support axial force adjusting valve, and the support rod is coaxially connected with the support axial force adjusting valve so as to adjust the support axial force of the inner support; the supporting shaft force adjusting valve is connected with a supporting shaft force reading meter.
The vertical height of the inner layer enclosing structure is greater than that of the two layers of supporting and protecting plates; the top edge of the inner-layer enclosure structure is flush with the top edge of the two-layer supporting and protecting plate.
At least three stress adjusting valves are arranged between the two layers of supporting plates and the inner layer of enclosing structure.
The stress adjusting valve is connected with a stress reading meter.
The inner layer enclosing structure comprises row piles which are mutually meshed together; the inner surface of the inner-layer enclosure structure is provided with an annular enclosure steel plate; and two ends of the inner support are respectively abutted against the inner side of the enclosure steel plate.
The utility model has the advantages that: through setting up two layers of timbering boards and stress adjustment valve, cushion foundation ditch envelope's effort with the unstable soil layer of thick layer. The inner support is matched with the stress adjusting valve, so that the original space state of the enclosure structure is maintained to the maximum extent under the condition of effectively controlling the deformation of the thick unstable stratum, the inner-layer enclosure structure is prevented from generating overlarge displacement due to the control of the deformation of the unstable stratum, the essential function of the enclosure structure is well exerted, and the inner-layer enclosure structure can be used for a long time as a part of a planned engineering permanent underground structure. In addition, in the excavation process of the foundation pit, the deformation of the inner layer enclosing structure is small, the collapse of the inner layer maintenance structure can be avoided, and the life safety of operators is guaranteed.
Drawings
FIG. 1 is a schematic view of a foundation pit sidewall stress adjustment system for deep unstable formations;
FIG. 2 is a side view of the reinforcement cage;
FIG. 3 is a top view of the reinforcement cage;
FIG. 4 is a front view of a reinforcement cage;
fig. 5 is a schematic cross-sectional view of the base groove.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the accompanying drawings to facilitate understanding by those skilled in the art:
as shown in fig. 1-5, the symbols 1-16 are respectively shown as: the foundation pit supporting structure comprises a foundation pit 1, an inner-layer enclosure structure 2, a two-layer supporting plate 3, a stress adjusting valve 4, an inner support 5, a one-layer supporting plate 6, a stress reading meter 7, a supporting rod 8, a supporting shaft force adjusting valve 9, a supporting shaft force reading meter 10, a deep unstable stratum 11, a relatively stable stratum 12, a foundation trench 13, a reinforcement cage 14, a top section 15 and a bottom section 16.
The first embodiment is as follows: as shown in fig. 1, the foundation pit sidewall stress adjustment system for a deep unstable formation of the present embodiment includes an inner enclosure 2, a two-layer supporting plate 3, an inner support 5, and a plurality of stress adjustment valves 4. In this embodiment, the inner enclosure structure 2 is similar to the underground diaphragm wall in the prior art, and is enclosed at the side of the underground foundation pit 1. The main body of the inner-layer building envelope 2 is of a reinforced concrete structure. The inner side of the inner-layer building envelope 2 is provided with a plurality of inner supports 5, and two ends of each inner support 5 are propped against the inner surface of the inner-layer building envelope 2 so as to control the deformation of the inner-layer building envelope 2. The two layers of supporting and protecting plates 3 are arranged at the outer side of the inner layer of envelope structure 2 in parallel; the stress adjusting valve 4 is arranged between the inner-layer enclosing structure 2 and the second-layer supporting plate, and the stress adjusting valve 4 controls the displacement amount of soil outside the second-layer supporting plate 3 by pushing the second-layer supporting plate 3. The inner support 5 is matched with the stress adjusting valve 4, so that the inner layer enclosure structure 2 is prevented from deforming, and meanwhile, the soil layer outside the foundation pit 1 can be prevented from settling and displacing.
As shown in fig. 1 and 2, the outer surface of the inner building envelope 2 is provided with a layer of support guard plate 6. The inner surface of the one layer of support guard plate 6 is attached to the outer surface of the inner-layer enclosure structure 2, and the inner surface of the one layer of support guard plate 6 is connected with the reinforcement cage of the inner-layer enclosure structure 2. The stress adjusting valve 4 is supported on the outer surface of the supporting plate 6, the supporting plate 6 is made of a steel plate, and the stress adjusting valve 4 can be prevented from being directly abutted against the concrete structure of the inner-layer enclosure structure 2, so that the structure damage caused by overlarge local pressure on the outer surface of the inner-layer enclosure structure 2 is prevented. In addition, the supporting and protecting plate 6 can also play a role of a template in the process of pouring the concrete of the inner-layer building envelope.
At least three stress adjusting valves 4 are arranged between the two-layer supporting plate 3 and the inner-layer enclosure structure 2. A stress reading meter 7 is connected to each stress adjustment valve 4. The jacking force of the two-layer supporting plate 3 to the soil layer outside the supporting plate can be adjusted through each stress adjusting valve 4. The stress of each stress adjustment valve 4 can be detected by the stress reading meter 7.
The inner support 5 comprises a support rod 8 and a support axial force adjusting valve 9, and the support rod 8 is coaxially connected with the support axial force adjusting valve 9 so as to adjust the support axial force of the inner support 5; the support shaft force adjusting valve 9 is connected with a support shaft force reading meter 10. The support rods 8 of the inner supports 5 are arranged along the horizontal direction, one end of each support rod 8 is propped against the inner surface of the inner-layer enclosure structure 2, and the other end of each support rod 8 is propped against the inner surface of the inner-layer enclosure structure 2 through the support axial force adjusting valve 9. The supporting force of the inner support 5 to the inner enclosure structure 2 can be adjusted through the supporting shaft force adjusting valve 9 so as to prevent the inner enclosure structure 2 from deforming. The support axial force of each inner support 5 can be detected by the support axial force reading meter 10.
Both the stress adjustment valve 4 and the support shaft force adjustment valve 9 generate a thrust force by using a hydraulic technique, and both have a hydraulic pressure adjustment port and a thrust device built therein. The stress adjustment valve 4 and the support shaft force adjustment valve 9 may be manufactured by using commercially available techniques and products.
In the excavation process of the foundation pit 1, the inner supports 5 are installed layer by layer, and the settlement of the soil layer around the foundation pit 1, the supporting shaft force of each inner support 5 and the stress of each stress regulating valve 4 are monitored in the excavation process. The inner support 5, the inner layer enclosing structure 2, the stress adjusting valve 4 and the two layers of supporting plates 3 form a double-layer stress adjusting system. In the excavation process of the foundation pit 1, the supporting axial force of each inner support 5 and the stress of each stress adjusting valve 4 are adjusted according to the settlement of the soil layer around the foundation pit 1, the supporting axial force of each inner support 5 and the stress of each stress adjusting valve 4, so that the soil layer around the foundation pit 1 has smaller settlement displacement, and meanwhile, the inner-layer enclosure structure 2 is in the minimum displacement state, the stability of the inner-layer enclosure structure 2 is ensured, the structural damage caused by the excessive deformation of the inner-layer enclosure structure 2 is avoided, and the inner-layer enclosure structure 2 can be used as a part of the permanent use of an underground structure after the construction is completed.
In the embodiment, the vertical height of the inner-layer enclosure structure 2 is greater than that of the two-layer supporting plate 3; the top edge of the inner-layer building envelope 2 is flush with the top edge of the second-layer supporting plate 3. The soil structure most suitable for this embodiment is a deep unstable formation 11 on the upper layer and a relatively stable formation 12 on the lower layer. The deep unstable stratum 11 refers to a series of strata with unstable properties, such as soft soil, expansive soil, miscellaneous fill, collapsible loess, and the like, which are affected by external environments such as rainfall, and are easy to generate unstable displacement such as deformation. The deep unstable formation 11 is easy to generate sedimentation displacement, and in order to avoid the sedimentation displacement, the two layers of supporting and protecting plates 3 need to be pushed by adopting larger pressure. In order to apply enough pressure to the deep unstable stratum 11, the two-layer supporting plate 3 can be pushed by the stress adjusting valve 4 to perform large displacement, and the displacement range which can be borne by the two-layer supporting plate 3 is far larger than that of the inner-layer enclosure structure 2.
The technical scheme of this embodiment not only is applicable to the geological environment that the upper strata is deep unstable stratum 11, and the lower part is relatively stable stratum 12, and to other geological environment, the deep unstable stratum's of this embodiment foundation ditch lateral wall stress adjustment system can play good supporting effect equally.
As shown in fig. 1 to 5, the foundation pit construction using the foundation pit side wall stress adjustment system of the deep unstable formation of the embodiment specifically includes the following steps:
(1) constructing an inner-layer enclosure structure 2 at the edge of a preset position of the foundation pit 1, and arranging a second-layer supporting plate 3 on the outer side of the inner-layer enclosure structure 2; and a stress adjusting valve 4 is arranged between the inner-layer building envelope 2 and the two-layer supporting plate 3.
Specifically, before construction, the positions of the deep unstable stratum 11 and the relatively stable stratum 12 are determined according to exploration data of a construction site, so that the vertical heights of the two-layer supporting plate 3 and the inner-layer enclosure structure 2 are determined, and various design parameters are determined.
The process of constructing the inner-layer building envelope 2 and arranging the two-layer supporting and protecting plate 3 specifically comprises the following steps: manufacturing a reinforcement cage 14 of the inner-layer enclosure structure 2, and installing a layer of support guard plate 6 on the outer side of the reinforcement cage 14; the stress adjustment valve 4 and the second support plate 3 are mounted in this order on the outer side of the first support plate 6. And excavating a foundation trench 13 at the edge of a preset position of the foundation pit, placing the reinforcement cage 14, the first layer of support guard plate 6, the second layer of support guard plate 3 and the stress regulating valve 4 into the foundation trench, and pouring concrete to form the inner layer enclosure structure 2.
The base groove 13 comprises a top section 15 and a bottom section 16 from top to bottom, the width of the top section 15 is larger than that of the bottom section 16, the width of the top section 15 is slightly larger than the total thickness of the two layers of supporting plates 3, the stress regulating valve 4 and the inner-layer enclosure structure 2, the depth of the top section 15 is equal to the vertical height of the two layers of supporting plates 3, and the total depth of the top section 15 and the bottom section 16 is equal to the vertical height of the inner-layer enclosure structure 2. The top section 15 is divided into two parts by the one-layer supporting plate 6 on the outer side of the reinforcement cage 14, the reinforcement cage 14 is arranged on one side of the top section 15, and the stress adjusting valve 4 and the two-layer supporting plate 3 are arranged on the other side of the top section 15. During the pouring of concrete into the foundation trench 13, the concrete fills the bottom section 16 and the top section 15 on the side containing the reinforcement cage 14. The concrete wraps around the reinforcement cage 14 to form an inner envelope.
(2) Excavating a foundation pit, mounting an inner support in the foundation pit 1 in the excavation process, and respectively supporting the two ends of the inner support 5 against the inner surface of the inner-layer enclosure structure 2; in the process of excavating the foundation pit 1, the deformation of the inner-layer enclosure structure 2 is controlled by adjusting the supporting shaft force of the inner support 5, and meanwhile, the soil body on the outer side of the inner-layer enclosure structure is supported by the two-layer supporting plate 3 by controlling the stress of the stress adjusting valve 4, so that the displacement amount of the soil body on the outer side of the two-layer supporting plate 3 is controlled.
The inner supports 5 are installed layer by layer along with the excavation process of the foundation pit. In the process of mounting the inner support 5, a support axial force adjusting valve 9 is mounted at a first end of a support rod 8; and abutting the support shaft force adjusting valve 9 against the inner surface of the inner-layer building envelope 2, and abutting the second end of the support rod 8 against the inner surface of the inner-layer building envelope 2.
The support shaft force adjusting valve 9 is connected with a support shaft force reading meter 10, and the stress adjusting valve 4 is connected with a stress reading meter 7. In the process of excavating the foundation pit 1, the supporting shaft force of each inner support 5 is measured through a supporting shaft force reading meter 10, the stress of a stress adjusting valve 4 is measured through a stress reading meter 7, and meanwhile, the displacement of the soil body around the foundation pit 1 is detected. In the excavation process, the jacking force of the supporting axial force adjusting valve 9 is controlled according to the supporting axial force and the settlement displacement of the soil layer around the foundation pit so as to control the deformation of the inner-layer enclosure structure 2, and meanwhile, the stress adjusting valve 4 is controlled according to the detected stress and the displacement to jack the two-layer supporting plate 3 so as to control the displacement of the soil body outside the two-layer supporting plate 3.
(3) And after the foundation pit is excavated, taking the inner-layer enclosure structure 2 as a part of the permanent underground structure.
Example two: the main difference between the embodiment and the first embodiment is that the inner enclosure structure 2 is different, in the embodiment, the inner enclosure structure 2 is row piles which are mutually meshed together; the inner surface of the inner layer enclosure structure 2 is provided with an annular enclosure steel plate; the outer surface of the enclosure steel plate is abutted against the side face of the row pile, and two ends of the inner support 5 are respectively abutted against the inner side of the enclosure steel plate. The outer side of the inner-layer building envelope 2 is provided with a stress adjusting valve 4 and two layers of supporting and protecting plates which are the same as the first embodiment.
Although the present invention has been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made without departing from the scope of the invention as defined in the appended claims, and therefore they are not to be considered in a repeated detail herein.
Claims (7)
1. A foundation pit side wall stress adjusting system for a deep and unstable stratum is characterized by comprising an inner layer enclosing structure, a two-layer supporting plate, an inner support and a plurality of stress adjusting valves; two ends of the inner support are propped against the inner surface of the inner-layer building envelope to control the deformation of the inner-layer building envelope; the two layers of supporting plates are arranged on the outer side of the inner layer enclosure structure in parallel; the stress adjusting valve is arranged between the inner-layer enclosing structure and the second-layer supporting plate, and the stress adjusting valve controls the displacement amount of soil outside the second-layer supporting plate by pushing the second-layer supporting plate.
2. The foundation pit side wall stress adjustment system for deep unstable formations according to claim 1, wherein the inner enclosure is an underground continuous wall; the outer surface of the inner-layer enclosure structure is provided with a layer of supporting guard plate; the inner surface of the one layer of supporting guard plate is connected with a reinforcement cage of the inner layer of enclosure structure, and the stress adjusting valve is supported on the outer surface of the one layer of supporting guard plate.
3. The foundation pit side wall stress adjustment system for deep unstable ground, according to claim 1, wherein the inner support comprises a support rod and a support axial force adjustment valve, the support rod is coaxially connected with the support axial force adjustment valve to adjust the support axial force of the inner support; the supporting shaft force adjusting valve is connected with a supporting shaft force reading meter.
4. The foundation pit side wall stress adjusting system for the deep unstable formation of claim 1, wherein the vertical height of the inner enclosure is greater than the vertical height of the two layers of support plates; the top edge of the inner-layer enclosure structure is flush with the top edge of the two-layer supporting and protecting plate.
5. The foundation pit side wall stress adjustment system for deep unstable ground, according to claim 1, wherein at least three stress adjustment valves are disposed between the two-layer supporting plate and the inner-layer enclosure.
6. A foundation pit side wall stress adjustment system for deep unstable formations according to claim 1, wherein the stress adjustment valve is connected with a stress reading gauge.
7. A foundation pit side wall stress adjustment system for deep unstable formations according to claim 1, characterized in that the inner enclosure comprises rows of piles snapped together; the inner surface of the inner-layer enclosure structure is provided with an annular enclosure steel plate; and two ends of the inner support are respectively abutted against the inner side of the enclosure steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920904337.3U CN210238530U (en) | 2019-06-17 | 2019-06-17 | Foundation pit side wall stress adjusting system for deep and unstable stratum |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920904337.3U CN210238530U (en) | 2019-06-17 | 2019-06-17 | Foundation pit side wall stress adjusting system for deep and unstable stratum |
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| CN210238530U true CN210238530U (en) | 2020-04-03 |
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| CN201920904337.3U Withdrawn - After Issue CN210238530U (en) | 2019-06-17 | 2019-06-17 | Foundation pit side wall stress adjusting system for deep and unstable stratum |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185044A (en) * | 2019-06-17 | 2019-08-30 | 中铁上海设计院集团有限公司 | A kind of foundation pit side-wall Stress relief system for deep caving ground |
-
2019
- 2019-06-17 CN CN201920904337.3U patent/CN210238530U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185044A (en) * | 2019-06-17 | 2019-08-30 | 中铁上海设计院集团有限公司 | A kind of foundation pit side-wall Stress relief system for deep caving ground |
| CN110185044B (en) * | 2019-06-17 | 2023-12-12 | 中铁上海设计院集团有限公司 | Foundation pit side wall stress adjustment system for deep unstable stratum |
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| CB03 | Change of inventor or designer information |
Inventor after: Lei Wen Inventor after: Zhu Jiannong Inventor after: Chen Weijun Inventor after: Luo Jinhong Inventor after: Yang Minjie Inventor after: Zheng Xiaohui Inventor after: Wang Xu Inventor after: Wang Qihe Inventor after: Wang Wenqing Inventor before: Lei Wen |
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Granted publication date: 20200403 Effective date of abandoning: 20231212 |
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| AV01 | Patent right actively abandoned |
Granted publication date: 20200403 Effective date of abandoning: 20231212 |