CN211948520U - Structure for controlling foundation pit to span existing tunnel to float upwards by adopting hydraulic servo system - Google Patents
Structure for controlling foundation pit to span existing tunnel to float upwards by adopting hydraulic servo system Download PDFInfo
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- CN211948520U CN211948520U CN202020196382.0U CN202020196382U CN211948520U CN 211948520 U CN211948520 U CN 211948520U CN 202020196382 U CN202020196382 U CN 202020196382U CN 211948520 U CN211948520 U CN 211948520U
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Abstract
The utility model discloses an adopt hydraulic servo system control foundation ditch to stride existing tunnel come-up structure, including a plurality of anti-floating piles that arrange in the tunnel both sides relatively and the anti-floating plate that crosses the tunnel, the anti-floating pile is formed with the buffer layer, and each anti-floating pile top reinforcing bar passes corresponding buffer layer, protection tube, bottom steel sheet, bottom reinforcing bar anchor head, top steel sheet and top reinforcing bar anchor head in proper order, installs hydraulic servo unit between bottom steel sheet and the top steel sheet; or the anti-floating anchor rod comprises a plurality of anti-floating anchor rods and anti-floating plates, wherein the anti-floating anchor rods are oppositely arranged on two sides of the tunnel, and the anti-floating plates cross the tunnel; a hydraulic servo unit is arranged between the first steel plate and the second steel plate; adjusting the output value of the hydraulic servo control system according to the tunnel deformation value, and controlling the pressure of the counterforce floating plate; each protection tube penetrates through the anti-floating plate. The utility model discloses can divide the regional deformation of control tunnel in real time.
Description
Technical Field
The utility model relates to a city underground works construction technical field specifically, relates to an adopt hydraulic servo system control foundation ditch to go up structure of striding existing tunnel come-up.
Background
Along with the development of subway and the make full use of underground space, inevitably need carry out the construction of some underground works above subway tunnel, the foundation ditch excavation will inevitably cause the hole bottom and the tunnel that crouches down to produce the uplift and warp, when the operation tunnel warp too big, will lead to the section of jurisdiction damaged, percolating water to influence tunnel operation safety.
14 domestic foundation pit engineering examples are collected in a text of 'actual measurement and analysis of influence of foundation pit excavation on an existing shield tunnel below' published by 'geotechnical' in 2013, the actual measurement data is statistically analyzed, and the result shows that 64% of tunnel floating deformation values exceed an alarm value by 10mm, which indicates that the deformation of a lower lying shield tunnel caused by unloading of foundation pit excavation cannot be ignored.
Liu Tuo Qiang, Dong Tianjun, Zhang Longyun, equal to 2019, in the application research of the uplift pile combined anti-floating plate in the control of the uplift of the horizontal subway tunnel under the foundation pit, which is published by Guangdong building materials, the text introduces that the uplift pile combined anti-floating plate forms a whole to inhibit the vertical uplift of the tunnel. However, the anti-floating plate can be poured only after the foundation pit needs to be excavated to the bottom, so that the tunnel generates certain floating deformation before the anti-floating plate is poured. The anti-floating plate is rigidly connected with the anti-pulling pile, and the anti-pulling pile can exert the stress action only by generating larger upward pulling deformation. Therefore, after the anti-floating plate is poured, the floating deformation amount of the tunnel before pouring cannot be reduced, and the limiting effect of the anti-floating pile and the anti-floating plate system can be exerted only by further increasing the deformation of the tunnel to a certain degree, so that the deformation of the tunnel exceeds a control value, and the anti-floating plate and the anti-floating pile are still stressed less and cannot fully exert the effect.
In view of the above-mentioned shortcomings of the prior art, there is a need to provide a new technique for controlling the deformation of an excavation pit induced tunnel.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that a structure of striding existing tunnel come-up on adopting hydraulic servo control foundation ditch is provided, should adopt the structure of striding existing tunnel come-up on the hydraulic servo control foundation ditch can divide the region, control the tunnel deformation in real time.
In order to achieve the purpose, the utility model provides an adopt hydraulic servo system to control structure of striding existing tunnel come-up on foundation ditch, including a plurality of anti-floating piles that arrange in the tunnel both sides relatively and stretch over the anti-floating plate in tunnel, anti-floating pile top is formed with the buffer layer, each reinforcing bar at anti-floating pile top passes corresponding buffer layer, protection tube, bottom steel sheet, bottom reinforcing bar anchor head, top steel sheet and top reinforcing bar anchor head in proper order, install hydraulic servo unit between bottom steel sheet and the top steel sheet, hydraulic servo unit electricity is connected in hydraulic servo control system, so that hydraulic servo control system can adjust the output value according to the tunnel deformation value, thereby control each hydraulic servo unit to the pressure of anti-floating plate; or the structure for controlling the foundation pit to float upwards across the existing tunnel by adopting the hydraulic servo system comprises a plurality of uplift anchor rods or uplift anchor cables which are oppositely arranged at two sides of the tunnel and an uplift plate which crosses the tunnel, wherein the anchor rod at the top of each uplift anchor rod or uplift anchor cable sequentially penetrates through the corresponding protective tube, the first steel plate, the bottom anchoring structure, the second steel plate and the top anchoring structure; a hydraulic servo unit is arranged between the first steel plate and the second steel plate and is electrically connected to a hydraulic servo control system, so that the hydraulic servo control system can adjust an output value according to a tunnel deformation value, and the pressure of each hydraulic servo unit on the anti-floating plate is controlled; wherein each of the protection pipes penetrates through the anti-floating plate.
Preferably, the hydraulic servo unit comprises a hydraulic jack, a hydraulic oil cylinder, a pressure detector and a front end controller.
Preferably, the thickness of the buffer layer is 2 times of pit bottom resilience caused by excavation and unloading of the foundation pit and is not less than 5 cm.
Preferably, the cushioning layer is a foam or rubber cushioning layer.
Preferably, the protection tube is a PVC sleeve.
Preferably, the spout of the protection tube is mounted with a sealing plug capable of preventing the entry of foreign substances.
Preferably, a groove is formed in the anti-floating plate, and the bottom steel plate or the first steel plate is installed in the corresponding groove.
Preferably, the minimum short distance between the uplift pile and the tunnel is not less than 1.5m, and the bottom of the uplift pile is positioned below one time of the tunnel diameter of the tunnel bottom; or the minimum short distance between the anti-pulling anchor rod and the tunnel is not less than 1.5m, and the anchoring section of the anti-pulling anchor rod is positioned below one time of the tunnel diameter at the bottom of the tunnel.
Preferably, the diameter of the protection pipe can surround the uplift pile steel bars of the uplift pile; or the diameter of the protection tube is larger than that of the anchor rod of the uplift anchor rod.
Preferably, the anti-floating plate is a cast-in-place reinforced concrete anti-floating plate or a precast slab.
Through the technical scheme, the beneficial effects of the utility model are as follows:
the utility model discloses among the basic technical scheme, the mode that adopts hydraulic servo and uplift pile or uplift stock to combine together controls the existing tunnel that crouches down that the foundation ditch excavation arouses and floats and warp, utilize hydraulic servo control system to the accurate control of output axial pressure, the initiative compensation tunnel is because the last soil pressure that coats that the excavation uninstallation reduces, the bearing capacity of uplift pile or uplift stock can be given full play, thereby divide the region, in real time, reduce the deformation that floats on the tunnel during the foundation ditch excavation effectively, guarantee tunnel operation safety in the work progress.
Other features and more prominent advantages of the invention will be described in detail in the detailed description that follows.
Drawings
Fig. 1 is a schematic structural view of controlling the upward floating of an existing tunnel spanned on a foundation pit according to an embodiment of the present invention, wherein a uplift pile system is combined by using a segmented excavation method;
fig. 2 is a schematic structural view of controlling the upward floating of the existing tunnel spanned on the foundation pit according to an embodiment of the present invention, wherein a shaft excavation is adopted in combination with an uplift pile system;
fig. 3 is a detailed view of an uplift pile system according to an embodiment of the present invention;
fig. 4 is a detailed view of the final state of the uplift pile system according to an embodiment of the present invention;
fig. 5 is a schematic plan view of a hydraulic servo control system in combination with an uplift pile system according to an embodiment of the present invention;
fig. 6 is a schematic structural view of the method for controlling excavation of a foundation pit to induce tunnel floating according to another embodiment of the present invention, wherein a segmental excavation and uplift anchor rod system are adopted;
fig. 7 is a schematic structural view of the method for controlling excavation of a foundation pit to induce tunnel floating according to another embodiment of the present invention, wherein a shaft excavation is combined with a uplift anchor rod system;
fig. 8 is a detail view of a uplift anchor rod system according to another embodiment of the present invention;
fig. 9 is a detail view of the final state of the uplift anchor rod system according to another embodiment of the present invention;
fig. 10 is a schematic plan view of a hydraulic servo control system incorporating a resistance anchor system in accordance with another embodiment of the present invention;
fig. 11 is a schematic diagram of a relative position relationship between a tunnel and a foundation pit according to an embodiment of the present invention.
Description of the reference numerals
1-tunnel 2-uplift pile
21 buffer layer 22 uplift pile reinforcing steel bar
3 anti-floating plate 31 protection tube
41 bottom steel plate 42 bottom steel bar anchor head
43 top steel plate 44 top steel bar anchor head
5 first steel plate of anti-floating anchor rod 61
62 bottom anchoring structure
64 second steel plate 65 top anchoring structure
7 ground 8 shaft support
9 structure bottom plate 10 hydraulic servo unit
100 foundation pit sideline 200 tunnel sidelines
300 tunnel midline 400 hydraulic servo control system
401 line 402 monitoring system
403 tunnel monitoring point
Detailed Description
The present invention will be described in detail with reference to the following embodiments. The following examples will assist those skilled in the art in further understanding the present invention, but are not intended to limit the invention in any way. It should be noted that various changes and modifications can be made by one skilled in the art without departing from the spirit of the invention. These all belong to the protection scope of the present invention.
Furthermore, the terms "first", "second" are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated, and therefore the features defined "first", "second" may explicitly or implicitly include one or more of the features described.
In the description of the present invention, it should be noted that, unless explicitly stated or limited otherwise, the terms "disposed," "mounted," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; either directly or indirectly through intervening media, either internally or in any combination thereof. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.
As shown in fig. 1 to 10, the basic embodiment of the present invention employs a hydraulic servo system to control a structure of a foundation pit spanning an existing tunnel to float upward, including a plurality of uplift piles 2 arranged at both sides of the tunnel 1 and an uplift plate 3 spanning the tunnel 1, a buffer layer 21 is formed above the uplift pile 2, a steel bar at the top of each uplift pile 2 sequentially passes through the corresponding buffer layer 21, protection pipe 31, bottom steel plate 41, bottom steel bar anchor head 42, top steel plate 43 and top steel bar anchor head 44, a hydraulic servo unit 10 is installed between the bottom steel plate 41 and the top steel plate 43, so as to adjust an output value of the hydraulic servo control system 400 according to a detected tunnel deformation value, and control a pressure of each hydraulic servo unit 10 on the uplift plate 3; or, the anti-floating anchor device comprises a plurality of anti-floating anchors 5 oppositely arranged at two sides of a tunnel 1 and an anti-floating plate 3 crossing the tunnel 1, wherein the anchor at the top of each anti-floating anchor 5 sequentially passes through a corresponding protective pipe 31, a first steel plate 61, a bottom anchoring structure 62, a second steel plate 64 and a top anchoring structure 65; a hydraulic servo unit 10 is installed between the first steel plate 61 and the second steel plate 64, so that the output value of a hydraulic servo control system 400 can be adjusted according to the detected tunnel deformation value, and the pressure of each hydraulic servo unit 10 on the anti-floating plate 3 is controlled; wherein each of the protection pipes 31 penetrates the floating plate 3.
In the above basic embodiment, the hydraulic servo control system 400 can adjust the output value in real time according to the detected tunnel deformation value, so as to precisely control the output pressure of each hydraulic servo unit 10 against the floating plate 3, and the floating plate 3 applies pressure to the soil mass above the tunnel 1 in the coverage area, thereby reducing the tunnel deformation value; in order to avoid the cementation between the uplift pile steel bars 22 and the anti-floating plate 3 or the cementation between the anchor rods of the uplift anchor rods 5 and the anti-floating plate 3, a plurality of protection pipes 3 penetrate through the anti-floating plate 3, the diameter of each protection pipe 31 is larger than that of the steel bar at the top of each uplift pile 2, or the diameter of each protection pipe 31 is larger than that of the anchor rod of the uplift anchor rod 5, so that the uplift pile steel bars 22 at the top of each uplift pile 2 can be sleeved in the corresponding protection pipe 3, or the anchor rods at the top of the uplift anchor rods 5 can be sleeved in the corresponding protection pipes 3, the protection pipes 3 can be made of PVC, and sealing structures such as sealing plugs and the like can be further installed at the pipe openings; wherein, the anti-pulling anchor rod 17 can also be an anti-pulling anchor cable;
the buffer layer 21 is generally made of foam or rubber, and the thickness of the buffer layer 21 is estimated according to 2 times of pit bottom resilience caused by excavation and unloading of the foundation pit and is not less than 5 cm.
In general, the anti-floating plate 3 may be a cast-in-place reinforced concrete anti-floating plate or a prefabricated plate, and a groove is reserved for installing the bottom steel plate 41 when casting.
And grooves are formed in the anti-floating plate 3 in the areas corresponding to the anti-floating piles 2 and used for mounting the bottom steel plate 41 or the first steel plate 61, and the depth of each groove is matched with the height of the bottom steel bar anchor head 42 or the bottom anchoring structure 62.
In a particular embodiment, illustrated with reference to fig. 5 and 10, the hydraulic servo unit 10 comprises a hydraulic jack, a hydraulic cylinder, a pressure detector and a front-end controller; the number of the hydraulic servo units 10 corresponds to the number of the uplift piles 2 or the uplift anchor rods 5 one by one, taking four hydraulic jacks as an example and corresponds to one uplift plate 3, the front-end controller is connected with a hydraulic servo control system 400 through a line 401, receives a working instruction sent by the hydraulic servo control system 400, is connected with a hydraulic oil cylinder through the line 401, and controls the hydraulic oil cylinder to be started and closed according to the working instruction, so that the uplift plate 3 is stressed, and the deformation of the tunnel 1 is controlled. During the adjustment process, the adjustment amplitude is not too large, and the next adjustment is performed after the last tunnel deformation adjustment is stable; and (3) applying pressure on the soil body above the tunnel, wherein the pressure is not more than the pressure of the soil covering the tunnel before excavation, and the tunnel is not allowed to be settled, so that the deformation value of the tunnel is controlled within the range of not less than 0mm and less than 10 mm.
Referring to fig. 3, when the uplift pile 2 is constructed, the minimum near distance between the uplift pile 2 and the tunnel 1 is not less than 1.5m, the minimum near distance is the horizontal distance between the edge of the outer contour of the uplift pile 2 on the side close to the tunnel 1 and the tunnel 1, the pile bottom of the uplift pile 2 is less than one-time hole diameter from the bottom of the tunnel 1, the hole diameter is the outer contour diameter of the tunnel, and the term "less than one-time hole diameter" refers to the fact that the pile bottom of the uplift pile 2 is one-time hole diameter from the bottom of the tunnel 1 or exceeds one-time hole diameter.
Similarly, referring to fig. 8, when the uplift anchor 5 is applied, the minimum near distance between the uplift anchor 5 and the tunnel 1 is not less than 1.5m, the minimum near distance is the horizontal distance between the edge of the outer profile of the uplift anchor 5 on the side close to the tunnel 1 and the tunnel 1, the anchoring section of the uplift anchor 5 is located below one-time hole diameter from the bottom of the tunnel 1, the hole diameter is the diameter of the outer profile of the tunnel, and the term "below one-time hole diameter" refers to the hole diameter of the anchoring section of the uplift anchor 5 and the free section joint point thereof one-time or more than one-time hole diameter from the bottom of the tunnel 1.
Take the mode that hydraulic servo control system 400 and uplift pile 2 combined together as an example, the following is right the utility model discloses an adopt the hydraulic servo system to control the relevant construction flow of striding the structure of existing tunnel come-up on the foundation ditch.
Arranging a monitoring system 402 in a tunnel, wherein the monitoring system is realized by matching the existing measuring robot with the existing professional monitoring software, arranging a plurality of monitoring sections in an excavation range, wherein each monitoring section can be provided with four tunnel monitoring points 403, for example, one tunnel monitoring point 403 at the top of the tunnel, one tunnel monitoring point 403 at each side waist part of the tunnel and one tunnel monitoring point 403 on a track bed, each tunnel monitoring point 403 is connected into the monitoring system 402 through a line 401, and the monitoring system 402 is connected with a hydraulic servo control system 400 so as to dynamically monitor the deformation condition of the tunnel 1 in real time;
constructing a foundation pit enclosure structure and a dewatering well;
constructing an uplift pile 2;
excavating a foundation pit to a specified elevation by layering and segmenting or a vertical shaft;
constructing a buffer layer 21 on the top of the uplift pile 2, wherein the buffer layer 21 can be made of foam plastics, rubber and other materials, and then enabling the steel bars on the top of the uplift pile 2 to penetrate through a protection pipe 31, wherein the protection pipe 31 can be made of PVC;
pouring reinforced concrete to form the anti-floating plate 3, wherein the anti-floating plate 3 can be formed by pouring concrete with the concrete strength of C30 or above;
installing a hydraulic servo unit 10, specifically, after the steel bars at the top of the uplift pile 2 pass through the protection pipe 31, sequentially sleeving a bottom steel plate 41, a bottom steel bar anchor head 42, a top steel plate 43 and a top steel bar anchor head 44, installing the hydraulic servo unit 10 between the bottom steel plate 41 and the top steel plate 43, and reserving a groove when the anti-floating plate 3 is poured so as to accommodate and install the bottom steel plate 41;
then, dynamically adjusting the output value of the hydraulic servo control system 400 in real time according to the tunnel deformation value to control the hydraulic servo unit 10 to apply pressure to the anti-floating plate 3, and adjusting the deformation value of the tunnel 1 in real time to control the deformation value of the tunnel 1 within the range of not less than 0mm and less than 10 mm; wherein, during adjustment, bottom rebar anchor heads 42 are unlocked and top rebar anchor heads 44 are locked;
and locking the uplift pile 2 in sections, namely locking the bottom steel bar anchor head 42, then cutting off the uplift pile steel bars 22 above the bottom steel bar anchor head 42, dismantling the corresponding structure, and constructing a main structure. In the process of locking the uplift pile 2, the locking operation can be carried out after the tunnel deformation at the position of a single foundation pit is adjusted in place, or the locking operation can be carried out after the tunnel deformation at the position of part or all of the foundation pits is adjusted in place; before locking, the output value of the hydraulic servo control system 400 can be adjusted in real time according to the tunnel deformation value at any time, namely, the output value of the hydraulic servo control system 400 is adjusted according to the tunnel deformation value in the whole process.
Therefore, the hydraulic servo control system 400 can receive information about tunnel deformation in real time, timely adjust an output value, dynamically adjust the output pressure of the hydraulic servo unit 10, accurately control the output axial pressure by using the hydraulic servo control system 400, effectively reduce tunnel floating deformation in a foundation pit excavation period in a regional, real-time and regional manner, and ensure tunnel operation safety in a construction process.
It should be understood that, similarly, the above-mentioned construction process may be replaced by combining the hydraulic servo control system 400 and the uplift anchor rod 5, and the same technical effect may also be achieved, which is not described herein again.
Examples
It is right to combine specific data below the utility model discloses an adopt hydraulic servo system control foundation ditch to go up to stride the working process of the structure of existing tunnel come-up to explain.
Taking the case of covering granite residual soil, gravelly cohesive soil on a construction site, fully weathered and strongly weathered coarse-grained granite below the construction site as an example, an underground continuous wall is used as a foundation pit enclosure structure, the size of the foundation pit is 100m multiplied by 40m, the ground 7 is used as a reference, the elevation of the bottom of the foundation pit is-13 m, and the underground water level is-2.000 m. A certain opened and operated subway tunnel lies below the foundation pit, namely a tunnel side line 200 and a tunnel center line 300 are positioned on the inner side of a foundation pit side line 100, the position relation of the foundation pit and the tunnel is shown in figure 11, the outer diameter of the tunnel is 6m, the elevation of the top of the tunnel is-19 m, namely the distance between the bottom of the foundation pit and the top of the tunnel is 6m, the tunnel completely enters the range of the foundation pit, and the collinear distance between the tunnel and the foundation pit reaches 80 m.
Referring to fig. 5, a monitoring system 402 is arranged in a tunnel 1, and is implemented by using an existing measuring robot in cooperation with existing professional monitoring software, a plurality of monitoring sections are arranged in an excavation range, four tunnel monitoring points 403 are arranged on each monitoring section, namely one tunnel 1 top, one tunnel 1 side waist and one track bed, each tunnel monitoring point 403 is connected into the monitoring system 402 through a line 401, and the monitoring system 402 is connected into a hydraulic servo control system 400 through a line 401.
Referring to fig. 3, the uplift pile 2 is a cast-in-place pile with a diameter of 1m, is arranged on two sides of the tunnel 1, and has a safety distance of 1.5m from the tunnel 1, and is an empty pile from the top of the anti-floating plate 3 to the ground surface, and is a solid pile 19m below the top of the anti-floating plate 3, that is, the uplift pile 2 extends to 6m below the bottom of the tunnel 1.
The bearing capacity of the uplift pile 2 is not less than:
wherein: a. b is the plane size of the anti-floating plate 3 of the excavation region; h is the excavation depth; gamma' is the effective gravity of the soil in the excavated area (the unit in the international system of units is N/m 3); n is the number of the uplift piles 2 in the excavated area.
Referring to fig. 2, in combination with site geological conditions, the engineering adopts a shaft jumping excavation mode to excavate a foundation pit, and applies a shaft support 8 in time, the foundation pit is divided into 11 shafts in a collinear range along the axial direction of the tunnel 1, the size of each shaft is 6m multiplied by 12m, and the excavation depth is 13 m.
Specifically, the size of each vertical shaft is 6m × 12m, the excavation depth is 13m, the soil layer in which the vertical shaft is located is granite residual soil (conglomerate cohesive soil), the heavy gamma is 17.9KN/m3, the ground water level is-2.000 m, two rows, namely four uplift piles 2 are correspondingly arranged on each uplift plate 3, and therefore the bearing capacity of each uplift pile 2 is taken as follows:
the uplift pile buffer layer 10 is formed by foamed plastic or rubber, and the thickness is 8cm according to the prediction of the rebound quantity of the foundation pit excavation unloading pit bottom.
Referring to fig. 3, the diameter of the uplift pile steel bar 22 is 22mm, and in order to prevent the uplift pile steel bar 22 from being cemented with the anti-floating plate 3, the diameter of the protection pipe 31 is 50mm, and the pipe opening is immediately plugged with a sealing plug after the uplift pile steel bar 22 is sleeved in, so as to prevent foreign matters and concrete from entering the pipeline.
The anti-floating plate 3 is a floating plate made of cast-in-place C30 reinforced concrete, the thickness of the plate is 0.9m, a groove is reserved for installing the bottom steel plate 41 during pouring, and the height of the groove is 6 cm. The diameter of the bottom steel plate 41 and the top steel plate 43 is 1m, the thickness is 20mm, and holes are formed according to the number of exposed steel bars of each uplift pile 2.
After the anti-floating plate 3 is poured and the strength of the anti-floating plate 3 reaches the designed strength, the protection pipe 31 is cut off to the bottom of the groove; mounting a bottom steel plate 41; sleeving the bottom steel bar anchor head 42, and unlocking the bottom steel bar anchor head 42; installing a hydraulic servo unit 10; mounting a top steel plate 43; nesting the top rebar anchor head 44 and locking the top rebar anchor head 44 in place.
Wherein, the number of the hydraulic servo units 10 is determined by the number of the uplift piles 2; the hydraulic servo unit 10 comprises a hydraulic jack, a matched hydraulic oil cylinder, a pressure monitor and a front-end controller. Taking an example that four hydraulic servo units 10 correspond to one anti-floating plate 3, referring to fig. 5, a pressure monitor detects the deformation condition of a tunnel, transmits data to a hydraulic servo control system 400, a front-end controller is connected with the hydraulic servo control system 400 through a line 401, receives a working instruction sent by the hydraulic servo control system 400, is connected with a hydraulic cylinder through the line 401, controls the hydraulic cylinder to be started and closed according to the working instruction, and drives a hydraulic jack to work through the hydraulic cylinder.
And repeating the steps, adjusting the output value of the hydraulic servo control system 400 according to the tunnel deformation value in the whole process, and adjusting the output value of the hydraulic servo control system 400 in areas and in real time according to the tunnel deformation real-time monitoring result in the subsequent construction processes of foundation pit excavation, anti-floating slab pouring, structural pouring and the like in the next step to ensure that the earth covering pressure on the tunnel 1 is basically kept stable, thereby controlling the floating deformation of all the areas of the tunnel 1.
Referring to fig. 4, in the process of locking the uplift pile 2 in sections and constructing the main structure, the bottom steel anchor head 41 needs to be locked first; then, taking out the top steel bar anchor head 44, the top steel plate 43 and the hydraulic servo unit 10 from top to bottom; cutting off the uplift pile reinforcing steel bars 22 to the top of the anti-floating plate 3; the final construction of the host structure, for example, fig. 4 shows an example of installing the structure bottom plate 9 of the host structure in the covered area of the anti-floating panel 3.
It should be noted that the excavation method of the foundation pit is not limited to the jump excavation of the vertical shaft, and a method of excavating the foundation pit in a layered and segmented manner as shown in fig. 1 may also be adopted. Furthermore, the uplift piles 2 may be replaced with uplift bolts 5 to accomplish the above construction process.
Therefore, the accurate control of the hydraulic servo control system on the output axial pressure can be utilized according to the tunnel floating deformation condition, the overlying soil pressure reduced by excavation unloading of the tunnel is actively compensated, and the bearing capacity of the uplift pile or the uplift anchor rod can be fully exerted, so that the aim of controlling the tunnel deformation in a regional, real-time and overall process manner is fulfilled.
The preferred embodiments of the present invention have been described in detail with reference to the accompanying drawings, but the present invention is not limited thereto. The technical idea of the utility model within the scope, can be right the utility model discloses a technical scheme carries out multiple simple variant, makes up with any suitable mode including each concrete technical feature. In order to avoid unnecessary repetition, the present invention does not separately describe various possible combinations. These simple variations and combinations should also be considered as disclosed in the present invention, all falling within the scope of protection of the present invention.
Claims (10)
1. The structure for controlling the upward floating of the existing tunnel on the foundation pit by adopting the hydraulic servo system is characterized by comprising a plurality of uplift piles (2) which are oppositely arranged at two sides of the tunnel (1) and an uplift plate (3) which stretches across the tunnel (1), wherein a buffer layer (21) is formed at the upper part of each uplift pile (2), reinforcing steel bars at the top of each uplift pile (2) sequentially penetrate through the corresponding buffer layer (21), a protection pipe (31), a bottom steel plate (41), a bottom reinforcing steel bar anchor head (42), a top steel plate (43) and a top reinforcing steel bar anchor head (44), a hydraulic servo unit (10) is installed between the bottom steel plate (41) and the top steel plate (43), and the hydraulic servo unit (10) is electrically connected with the hydraulic servo control system (400) so that the hydraulic servo control system (400) can adjust an output value according to a tunnel deformation value, thereby controlling the pressure of each hydraulic servo unit (10) on the anti-floating plate (3); or
The structure for controlling the foundation pit to float upwards across the existing tunnel by adopting the hydraulic servo system comprises a plurality of anti-pulling anchor rods (5) or anti-pulling anchor cables which are oppositely arranged on two sides of the tunnel (1) and an anti-floating plate (3) which crosses the tunnel (1), wherein the anchor rod at the top of each anti-pulling anchor rod (5) or anti-pulling anchor cable sequentially penetrates through a corresponding protective pipe (31), a first steel plate (61), a bottom anchoring structure (62), a second steel plate (64) and a top anchoring structure (65); a hydraulic servo unit (10) is arranged between the first steel plate (61) and the second steel plate (64), and the hydraulic servo unit (10) is electrically connected to a hydraulic servo control system (400), so that the hydraulic servo control system (400) can adjust an output value according to a tunnel deformation value, and the pressure of each hydraulic servo unit (10) on the anti-floating plate (3) is controlled;
wherein each protection tube (31) penetrates through the anti-floating plate (3).
2. The structure for controlling the upward floating of an existing tunnel on a foundation pit by adopting a hydraulic servo system as claimed in claim 1, wherein the hydraulic servo unit (10) comprises a hydraulic jack, a hydraulic oil cylinder, a pressure detector and a front-end controller.
3. The structure for controlling the upward floating of the foundation pit across the existing tunnel by adopting the hydraulic servo system as claimed in claim 1, wherein the thickness of the buffer layer (21) is 2 times of the pit bottom resilience caused by the excavation and unloading of the foundation pit and is not less than 5 cm.
4. The structure for controlling floating of an existing tunnel over a foundation pit by using a hydraulic servo system according to claim 3, wherein the buffer layer (21) is a foam or rubber buffer layer.
5. The structure for controlling the upward floating of an existing tunnel on a foundation pit by adopting a hydraulic servo system as claimed in claim 1, wherein the protection pipe (31) is a PVC sleeve.
6. The structure for controlling the upward floating of the foundation pit across the existing tunnel by adopting the hydraulic servo system as claimed in claim 5, wherein the pipe orifice of the protection pipe (31) is provided with a sealing plug capable of preventing foreign matters from entering.
7. The structure for controlling the upward floating of an foundation pit across an existing tunnel by using a hydraulic servo system according to any one of claims 1 to 6, wherein the anti-floating plate (3) is formed with a groove, and the bottom steel plate (41) or the first steel plate (61) is installed in the corresponding groove.
8. The structure for controlling the upward floating of the foundation pit across the existing tunnel by adopting a hydraulic servo system according to any one of claims 1 to 6, wherein the minimum short distance between the uplift pile (2) and the tunnel (1) is not less than 1.5m, and the bottom of the uplift pile (2) is positioned below one time of the tunnel diameter at the bottom of the tunnel (1); or
The minimum short distance between the anti-pulling anchor rod (5) and the tunnel (1) is not less than 1.5m, and the anchoring section of the anti-pulling anchor rod (5) is positioned below one-time tunnel diameter of the bottom of the tunnel (1).
9. The structure for controlling the floating upward of a foundation pit across an existing tunnel by using a hydraulic servo system according to claim 8, wherein the diameter of the protection pipe (31) can surround the uplift pile steel bars (22) of the uplift pile (2); or
The diameter of the protection tube (31) is larger than that of the anchor rod of the uplift anchor rod (5).
10. The structure for controlling the upward floating of an existing tunnel on a foundation pit by adopting a hydraulic servo system as claimed in any one of claims 1 to 6, wherein the anti-floating plate (3) is a cast-in-place reinforced concrete anti-floating plate or a precast slab.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020196382.0U CN211948520U (en) | 2020-02-21 | 2020-02-21 | Structure for controlling foundation pit to span existing tunnel to float upwards by adopting hydraulic servo system |
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| CN114859017A (en) * | 2022-07-06 | 2022-08-05 | 湖南大学 | Stratum stress field and displacement field control test device and method |
| CN114859017B (en) * | 2022-07-06 | 2022-10-11 | 湖南大学 | Stratum stress field and displacement field control test device and method |
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