A composite capsule-based soil deformation control system

Abstract

The application discloses a kind of based on composite capsule soil deformation control system, including control device, stress measuring device, grouting device and composite capsule.Comprise grout pool, grouting pipe, solenoid valve and grouting pump in the grouting device.The composite capsule is combined by three layers of different expansion elasticity capsules, and from outside to inside, it is in turn: capsule outer membrane I, capsule outer membrane II, capsule outer membrane III.Connector is arranged in the circumferential distribution between capsule outer membrane I and capsule outer membrane II, and the shape of capsule is controlled by controlling the expansion degree of different connectors.In construction process, non-condensed grout is filled in capsule, and the adjustability of capsule shape is guaranteed.After construction is completed, condensate grout is used to replace non-condensed grout, and the stability of structure is guaranteed.The application can adjust the expansion volume of capsule according to the real-time deformation condition of soil, and ensure the stability of capsule expansion shape, to achieve the regulation and control of soil deformation position and soil deformation amount.

Description

Technical Field

[0001] This invention belongs to the field of underground construction technology, specifically relating to a soil deformation control system based on a composite capsule. Background Technology

[0002] With the rapid development of the national economy, continuous urbanization, and increasing urban population, the development of underground space has become increasingly important. To address issues such as insufficient urban space and traffic congestion, major and medium-sized cities are constructing high-rise buildings and developing underground spaces. The foundation pit construction for high-rise buildings and underground space development inevitably causes deformation of surrounding underground tunnels and existing buildings.

[0003] Encapsulation expansion technology, as a novel active control technique, can effectively correct the displacement of underground soil. Current encapsulation expansion technology predicts underground soil displacement based on known soil parameters and excavation information before encapsulation, thus pre-setting the encapsulation volume. However, this volume cannot be changed; therefore, when the predicted soil displacement differs from the actual measurement, encapsulation expansion cannot effectively correct the displacement. Furthermore, the expansion volume of traditional encapsulation methods cannot be precisely controlled. Summary of the Invention

[0004] To address the problems in the prior art, the present invention provides a soil deformation control system based on a composite capsule, comprising: a control device, several stress measuring devices, a grouting device, a rope control center, and a composite capsule;

[0005] The composite capsule is composed of three capsules nested together. All three capsules are made of elastic material, and the expansion elasticity of each capsule decreases from the inside to the outside, and the maximum expansion volume decreases from the inside to the outside.

[0006] The grouting device includes a non-coagulated grout pool, a coagulated grout pool, a non-coagulated grouting pipe, and a coagulated grouting pipe; the non-coagulated grout is injected into the space between the inner layer bladder and the middle layer bladder through the non-coagulated grouting pipe, and the coagulated grout is injected into the space inside the inner layer bladder through the coagulated grouting pipe.

[0007] Multiple vertically arranged connecting rod assemblies are provided between the outer bladder and the middle bladder, and the multiple connecting rod assemblies are evenly arranged circumferentially.

[0008] The composite capsule and the stress measuring device are both placed inside the soil to be corrected. The stress measuring device is placed around the composite capsule to monitor the stress value of the soil to be corrected at the location where it is placed.

[0009] The rope control center is connected to the control device and collects several ropes. Each rope extends into the composite capsule and is connected to the connecting rod assembly. The two ends of the connecting rod assembly are connected to two ropes respectively. The control device adjusts the length of the ropes in real time through the rope control center, thereby changing the expansion size of the corresponding connecting rod assembly and changing the final shape of the composite capsule after expansion.

[0010] Furthermore, the soil deformation control system also includes a riser, which is installed through the composite capsule, and the composite capsule remains sealed.

[0011] Furthermore, the grouting device also includes non-coagulating grout solenoid valves and coagulating grout solenoid valves, both of which are connected to the control module. When the grout needs to flow, the control module opens the corresponding solenoid valves controlling the grout flow. The non-coagulating grout is injected into the space between the inner and middle layers of the composite grouting unit through a non-coagulating grouting pipe. The coagulating grout is injected into the space within the inner layer of the composite grouting unit through a coagulating grouting pipe. Both the non-coagulating and coagulating grouting pipes located within the composite grouting unit are installed in the riser. By setting different expansion elasticities for different grouting units, the outer layer of the composite grouting unit can protect the connecting rod, the middle layer of the composite grouting unit and the connecting rod assembly can control the shape of the composite grouting unit, and the inner layer of the composite grouting unit expands to replace the grout between the inner and middle layers.

[0012] Furthermore, the linkage assembly consists of several links and several hinges. Two adjacent links are connected by hinges, and the two links at both ends of each linkage assembly are connected to the rope by hinges. The expansion size of each linkage assembly can be changed by adjusting the length of the rope.

[0013] Furthermore, the ropes located within the composite capsule are arranged in the riser to facilitate the deployment and retraction of the ropes; the ropes located outside the composite capsule are collected in the rope control center; the riser is also equipped with pulleys to control the direction of the ropes, and the pulleys can also prevent the ropes from rubbing against the riser.

[0014] Furthermore, the non-coagulating grout is water; the coagulating grout is cement mortar.

[0015] The present invention also provides a method for correcting soil deviation during foundation pit excavation using the aforementioned soil deformation control system, comprising the following steps:

[0016] Stress measuring devices are deployed in the soil to be corrected next to the unexcavated foundation pit. Before the foundation pit is excavated, the stress measuring devices monitor the stress value of the soil at their deployment locations and use it as the preset stress value. During the foundation pit excavation, the stress measuring devices monitor the stress value of the soil in real time. When the stress value monitored by a certain stress measuring device is less than 0.8 times the preset stress value or greater than 1.2 times the preset stress value, a composite capsule is buried next to the stress measuring device. The control module changes the length of the rope corresponding to the connecting rod assembly facing the stress measuring device to expand the connecting rod assembly and injects non-coagulating grout into the space between the inner and middle capsules until the middle capsule reaches the predetermined shape of the connecting rod assembly. When the stress value monitored by the stress measuring device is equal to the preset stress value, the expansion size of the connecting rod assembly is no longer changed.

[0017] After the composite capsule is used to initially correct the soil deviation, the stress value of the soil will change as the excavation process progresses. At this time, when the control module detects that the stress value measured by a stress measuring device in the current soil is less than 0.8 times the preset stress value of the stress measuring device, the control module increases the length of the rope corresponding to the connecting rod assembly of the stress measuring device to expand the connecting rod assembly and continues to fill with non-coagulating grout. When the detected stress value is greater than 1.2 times the preset stress value, the length of the corresponding rope is shortened to contract the connecting rod assembly and discharge the non-coagulating grout.

[0018] After the foundation pit is excavated, the non-coagulated grout is replaced with coagulated grout. The coagulated grout is injected into the space inside the inner bladder through the coagulated grouting pipe. The inner bladder expands and becomes larger, and the non-coagulated grout in the middle bladder is squeezed out and flows back to the non-coagulated grout pool through the non-coagulated grouting pipe. The grouting is completed when the coagulated grout in the composite bladder has completely solidified.

[0019] Compared with the prior art, the advantages and positive effects of this invention are:

[0020] 1) Because the stress value in the soil to be corrected may change during the construction process, the present invention first uses non-coagulating grout to expand the composite capsule. When the monitored stress value is found to be below the preset stress value, non-coagulating grout can be continued to be filled. When the monitored stress value exceeds the preset stress value, the non-coagulating grout can be discharged. The composite capsule expansion shape can be changed, thus overcoming the problem that the expansion volume cannot be changed in the prior art, thereby enabling better correction of underground soil displacement.

[0021] 2) When the monitored stress value does not reach the preset stress value, the length of some ropes can be increased to adjust the local expansion of the capsule, thus expanding the volume of the composite capsule more precisely and accurately; when the monitored stress value exceeds the preset stress value, the length of some ropes can be shortened to adjust the local contraction of the capsule, thus accurately shrinking the volume of the composite capsule. Therefore, it overcomes the problem of not being able to precisely control the expansion volume in the existing technology, thereby enabling better correction of underground soil displacement. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the overall structure of a soil deformation control system based on a composite capsule, as described in an embodiment of the present invention.

[0023] Figure 2 This is a detailed structural diagram of a composite capsule-based soil deformation control system according to an embodiment of the present invention;

[0024] Figure 3 This is a top view of the riser of a soil deformation control system based on a composite capsule, as described in an embodiment of the present invention.

[0025] Figure 4 This is a detailed diagram of the stress measurement device layout for a soil deformation control system based on a composite capsule, as described in an embodiment of the present invention.

[0026] Figure 5 This is a detailed diagram of the rope control center of a soil deformation control system based on a composite capsule, as described in an embodiment of the present invention.

[0027] Figure 6 This is a top view of a stress measurement device, a composite capsule, and a foundation pit in a soil deformation control system based on a composite capsule, as described in an embodiment of the present invention.

[0028] In the diagram: 1. Computer; 2. Stress measuring device; 3. Grouting device; 4. Non-coagulating grout pool; 5. Coagulating grout pool; 6. Non-coagulating grouting pipe; 7. Coagulating grouting pipe; 8. Rope control center; 9. Composite capsule; 10. Rope; 11. Hinge; 12. Pulley; 13. Non-coagulating grout solenoid valve; 14. Coagulating grout solenoid valve; 15. Outer membrane of capsule I; 16. Outer membrane of capsule II; 17. Outer membrane of capsule III; 18. Connecting rod; 19. Riser; 20. Grouting pump; 21. Earth pressure cell; 22. Motor; 23. Control center; 24. Drum. Detailed Implementation

[0029] The present invention will be further described and illustrated below with reference to specific embodiments. The embodiments described are merely examples of the content of this disclosure and do not limit the scope of the invention. The technical features of each embodiment in the present invention can be combined accordingly, provided that there is no mutual conflict.

[0030] See attached document Figures 1-3 A soil deformation control system based on a composite capsule includes a computer 1, a stress measuring device 2, a grouting device 3, a rope control center 8, and a composite capsule 9.

[0031] The stress measuring device 2 is installed around the composite capsule 9 to monitor the soil stress value at the location where it is placed, and it is connected to the computer 1.

[0032] The grouting device 3 includes a non-coagulating grout tank 4, a coagulating grout tank 5, a non-coagulating grouting pipe 6, a coagulating grouting pipe 7, a non-coagulating grout solenoid valve 13, a coagulating grout solenoid valve 14, and a grouting pump 20.

[0033] The non-coagulating grout solenoid valve 13, the coagulating grout solenoid valve 14, and the grouting pump 20 are controlled by computer 1.

[0034] The composite capsule 9 is composed of three different capsule layers, from the outside to the inside: outer membrane I 15, outer membrane II 16, and outer membrane III 17. The outer membranes are made of an elastic material, and each layer has different expansion elasticity and maximum expansion volume; the expansion elasticity and maximum expansion volume decrease progressively from the inside to the outside of each layer. Outer membrane III 17 has the best elasticity and the largest maximum expansion volume; outer membrane I 15 has the worst elasticity and the smallest maximum expansion volume. By setting different expansion elasticities, outer membrane I 15 can protect the connecting rod 18, outer membrane II 16 and connecting rod 18 can control the shape of the composite capsule 9, and outer membrane III 17 can displace the slurry within outer membrane II 16 through expansion.

[0035] The composite capsule 9 is fixed on the riser 19. The capsule layers are nested and wrapped. The outer membrane III 17 of the capsule is connected to the coagulated grouting pipe 7, and the outer membrane II 16 of the capsule is connected to the non-coagulated grouting pipe 6. A connecting rod 18 and a pulley 12 are arranged circumferentially between the outer membrane I 15 and the outer membrane II 16 of the capsule. The pulley 12 controls the turning position of the rope 10 and avoids friction between the rope 10 and the riser 19, which facilitates the winding and unwinding of the rope 10. One pulley 12 controls the turning of one rope 10.

[0036] The connecting rods 18 are connected by hinges 11. The innermost hinge 11 is connected to the rope 10. Each rope 10 is connected to the corresponding connecting rod. By controlling the length of the ropes 10, the expansion size of the connecting rods 18 is controlled, thereby adjusting the local shape of the composite capsule 9. The ropes 10 are concentrated and wound on the drum 24 of the rope control center 8.

[0037] The computer 1 is connected to the rope control center 8, and controls the length of the rope 10 to be extended or retracted through the rope control center 8.

[0038] In this embodiment, the construction site is set as the construction site of the foundation pit excavation. During the foundation pit excavation process, the unloading effect of the soil causes the foundation pit retaining structure to deform accordingly. The foundation of adjacent buildings or tunnels outside the pit will also be displaced and deformed. Therefore, in similar engineering construction processes, it is necessary to monitor and control the deformation of the adjacent soil to prevent the deformation of structures such as buildings, tunnels, and roads.

[0039] In this embodiment, before the excavation of the foundation pit, the stress measuring device 2 is installed around the foundation pit to monitor the soil stress value in advance, and the stress value obtained at this time is used as the preset stress value. The stress measuring device 2 is set in the soil between the composite capsule and the foundation pit to detect the change in soil stress caused by the excavation of the foundation pit. The stress measuring device 2 is installed around the foundation pit by drilling. Each stress measuring device 2 includes multiple earth pressure cells 21, which are evenly distributed in the borehole.

[0040] In one embodiment of the present invention, multiple boreholes are vertically installed in the soil at a distance of 1m from the foundation pit. Each borehole is equipped with a stress measuring device 2, with a distance of 0.5m between adjacent boreholes. Each stress measuring device 2 includes three earth pressure cells 21, located at both ends and the middle of the borehole. The earth pressure cells 21 are fixed between two parallel reinforcing bars spaced 100mm apart, connected by transverse reinforcing bars. The earth pressure cells 21 are fixed with wire. Figure 4 As shown, the three earth pressure cells 21 inside a borehole are ultimately combined to form a stress measurement device.

[0041] like Figure 5 As shown, the rope control center 8 includes a motor 22, a control center 23, and a drum 24. The computer 1 compares the stress value monitored by the stress measuring device with the preset stress value of the stress measuring device, and outputs a signal to the control center 23 of the rope control center 8 to control the corresponding rope to be wound up or down, thereby changing the expansion of the linkage assembly towards the stress measuring device. The control center 23 controls the rotation of the corresponding motor 22 according to the input signal. The motor 22 drives the drum 24 to rotate, thereby driving the rope 10 wound on the drum 24 to be wound up or down.

[0042] The riser 19 is sleeved on the outside of the rope 10 to facilitate the release and retraction of the rope 10.

[0043] In practice, before the excavation of the foundation pit, the stress measuring device 2 is installed around the foundation pit to be excavated to monitor the soil stress value in advance, and the stress value obtained at this time is used as the preset stress value; for example Figure 6As shown, in this embodiment, three boreholes are vertically installed in the soil at a distance of 1m from the foundation pit. The distance from each of the three boreholes to the foundation pit is 1m, and the distance between two adjacent boreholes is 0.5m. The bottom of the borehole extends to the bottom of the foundation pit after the foundation pit construction is completed. Each borehole is equipped with three soil pressure cells 21, which are located at both ends and the middle of the borehole, respectively. The soil pressure cells 21 are fixed to the reinforcing bars to form a stress measuring device. Then, the stress measuring device 2 is placed in the borehole, and backfilling is carried out after placement.

[0044] During the excavation of the foundation pit, the stress measuring device 2 monitors the soil stress value at its location in real time. When the real-time stress value of a certain stress measuring device 2 is less than 0.8 times the preset stress value or greater than 1.2 times the preset stress value, it is considered that the soil around the stress measuring device 2 has shifted. Therefore, a composite capsule 9 is buried between the stress measuring device 2 and the foundation pit. The computer 1 changes the length of the rope corresponding to the connecting rod assembly towards the stress measuring device to expand the connecting rod assembly. The computer 1 controls the opening of the non-coagulating grout solenoid valve 13 and the grouting pump 20 in the non-coagulating grout pool to inject non-coagulating grout into the space between the outer membrane Ⅲ 17 (inner capsule) and the outer membrane Ⅱ 16 (middle capsule). The non-coagulating grout causes the outer membrane Ⅱ 16 of the capsule to expand and grow until the outer membrane Ⅱ 16 of the capsule reaches the predetermined shape of the connecting rod assembly. When the monitored stress value of the stress measuring device is equal to the preset stress value, the expansion size of the connecting rod assembly towards the stress measuring device is no longer changed.

[0045] After the composite capsule is used to initially correct the soil deviation, the stress value of the soil will change as the excavation process progresses. Therefore, when the computer 1 detects that the stress value measured by a stress measuring device 2 in the current soil is less than 0.8 times the preset stress value of the stress measuring device 2, the computer 1 increases the length of the rope 10 corresponding to the connecting rod assembly of the stress measuring device to expand the connecting rod assembly. That is, the computer 1 sends a control signal to the control center 23 of the rope control center 8. The control signal includes instructions to control the rope 10 and the length of the rope 10 to be wound up or down. The control center 23 controls the rotation of the corresponding motor 22 according to the control signal. The motor 22 drives the drum 24 to rotate, which in turn drives the corresponding rope 10 wound on the drum 24 to be wound up or down, ultimately changing the expansion size of the connecting rod assembly towards the stress measuring device and continuing to fill the non-coagulating grout. When the detected stress value is greater than 1.2 times the preset stress value, the length of the corresponding rope is shortened to shrink the connecting rod assembly, allowing the non-coagulating grout to be discharged.

[0046] After the excavation of the foundation pit is completed, the stress in the soil gradually stabilizes. A solidified grout is used to replace the non-solidified grout to ensure the subsequent stability of the bladder. During the replacement process, the non-solidified grout solenoid valve 13, the grouting pump 20 in the solidified grout tank, and the solidified grout solenoid valve 14 are simultaneously activated. Under the action of the grouting pump 20 in the solidified grout tank, the solidified grout causes the outer membrane III 17 of the bladder to expand. Because the expansion elasticity of the outer membrane III 17 is better than that of the outer membrane II 16, the non-solidified grout inside the outer membrane II 16 is squeezed out and flows back to the non-solidified grout tank 4 through the non-solidified grouting pipe 6. Afterwards, the non-solidified grout solenoid valve 13, the solidified grout solenoid valve 14, and the grouting pump 20 in the solidified grout tank are closed. Grouting is completed when the solidified grout inside the composite bladder 9 has completely solidified.

[0047] The above-described embodiments are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the present invention. Those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention.

Claims

1. A soil deformation control system based on a composite capsule, characterized in that, include: The device includes a control unit, several stress measuring devices, a grouting unit, a rope control center, a composite bladder, and a riser; the riser is installed through the composite bladder, and the composite bladder remains sealed. The composite capsule is composed of three capsules nested together. All three capsules are made of elastic material, and the expansion elasticity of each capsule decreases from the inside to the outside, and the maximum expansion volume decreases from the inside to the outside. The grouting device includes a non-coagulated grout pool, a coagulated grout pool, a non-coagulated grouting pipe, and a coagulated grouting pipe; the non-coagulated grout is injected into the space between the inner layer bladder and the middle layer bladder through the non-coagulated grout pool via the non-coagulated grouting pipe, and the coagulated grout is injected into the space inside the inner layer bladder through the coagulated grout pool via the coagulated grouting pipe. Multiple vertically arranged connecting rod assemblies are provided between the outer bladder and the middle bladder, and the multiple connecting rod assemblies are evenly arranged circumferentially. The composite capsule and the stress measuring device are both placed inside the soil to be corrected. The stress measuring device is placed around the composite capsule to monitor the stress value of the soil to be corrected at the location where it is placed. The rope control center is connected to the control device and collects several ropes. Each rope extends into the composite capsule and is connected to the connecting rod assembly. The two ends of the connecting rod assembly are connected to two ropes respectively. The control device adjusts the length of the ropes in real time through the rope control center, thereby changing the expansion size of the corresponding connecting rod assembly and changing the final shape of the composite capsule after expansion. The ropes located inside the composite capsule are arranged in the riser for easy deployment and retraction. The stress measuring devices are spaced apart in the horizontal direction, and each stress measuring device monitors the stress value of the soil to be corrected at different directions around the composite capsule and transmits it to the control device. When the stress value monitored by a certain stress measuring device deviates from the preset stress value, the control device controls the expansion of the connecting rod assembly toward the direction of that stress measuring device.

2. The soil deformation control system based on composite capsules according to claim 1, characterized in that, The grouting device also includes a non-coagulating grout solenoid valve, a coagulating grout solenoid valve, a grouting pump located in the non-coagulating grout pool, and a grouting pump located in the coagulating grout pool. The grouting pump, the non-coagulating grout solenoid valve, and the coagulating grout solenoid valve are all connected to the control device. When the grout needs to flow, the control device will open the corresponding solenoid valve and the grouting pump that control the flow of the grout. The non-coagulating grouting pipe and the coagulating grouting pipe located in the composite bladder are both installed in the riser.

3. The soil deformation control system based on composite capsules according to claim 1, characterized in that, The linkage assembly consists of several links and several hinges. Two adjacent links are connected by hinges, and the two links at both ends of each linkage assembly are connected to the rope by hinges. The expansion size of each linkage assembly can be changed by adjusting the length of the rope.

4. The soil deformation control system based on composite capsules according to claim 1, characterized in that, The ropes located outside the composite capsule are collected in the rope control center; the riser is also equipped with a pulley to control the direction of the ropes, and the pulley can also prevent the ropes from rubbing against the riser.

5. The soil deformation control system based on composite capsules according to claim 1, characterized in that, The non-coagulating grout is water; the coagulating grout is cement mortar.

6. The soil deformation control system based on composite capsules according to claim 1, characterized in that, When the control device detects that the stress value measured by a stress measuring device in the soil body to be corrected is less than the preset stress value of the stress measuring device, the control device increases the length of the rope corresponding to the connecting rod assembly of the stress measuring device to expand the connecting rod assembly and continues to fill the non-coagulating grout. When the detected stress value is greater than the preset stress value of the stress measuring device, the length of the corresponding rope is shortened to retract the connecting rod assembly, allowing the non-coagulated slurry to be discharged.

7. A method for correcting soil deviation during foundation pit excavation using the soil deformation control system described in claim 6, characterized in that, Includes the following steps: The stress measuring device is placed in the soil to be corrected next to the unexcavated foundation pit. Before the foundation pit is excavated, the stress measuring device monitors the stress value of the soil at the location where it is placed and uses it as the preset stress value. During foundation pit excavation, stress measuring devices monitor the stress value of the soil in real time. When the stress value monitored by a certain stress measuring device is less than 0.8 times the preset stress value or greater than 1.2 times the preset stress value, a composite capsule is buried next to the stress measuring device. The control device changes the length of the rope corresponding to the connecting rod assembly facing the stress measuring device to expand the connecting rod assembly, and injects non-curing grout into the space between the inner and middle capsules until the middle capsule reaches the predetermined shape of the connecting rod assembly. When the stress value monitored by the stress measuring device is equal to the preset stress value, the expansion size of the connecting rod assembly is no longer changed. After the composite capsule is used to initially correct the soil deviation, the stress value of the soil will change as the excavation process progresses. At this time, when the control device detects that the stress value measured by a stress measuring device in the current soil is less than 0.8 times the preset stress value of that stress measuring device, the control device increases the length of the rope corresponding to the connecting rod assembly towards that stress measuring device to expand the connecting rod assembly and continues to fill with non-coagulating grout. When the detected stress value is greater than 1.2 times the preset stress value, the length of the corresponding rope is shortened to contract the connecting rod assembly and discharge the non-coagulating grout. After the foundation pit is excavated, the non-coagulated grout is replaced with coagulated grout. The coagulated grout is injected into the space inside the inner bladder through the coagulated grouting pipe. The inner bladder expands and becomes larger, and the non-coagulated grout in the middle bladder is squeezed out and flows back to the non-coagulated grout pool through the non-coagulated grouting pipe. The grouting is completed when the coagulated grout in the composite bladder has completely solidified.

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