CN216588595U - Rectangular multi-tunnel reinforcing and monitoring system - Google Patents
Rectangular multi-tunnel reinforcing and monitoring system Download PDFInfo
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- CN216588595U CN216588595U CN202123357407.4U CN202123357407U CN216588595U CN 216588595 U CN216588595 U CN 216588595U CN 202123357407 U CN202123357407 U CN 202123357407U CN 216588595 U CN216588595 U CN 216588595U
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 27
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 52
- 230000002787 reinforcement Effects 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 13
- 238000006073 displacement reaction Methods 0.000 claims abstract description 13
- 239000010959 steel Substances 0.000 claims abstract description 13
- 238000009530 blood pressure measurement Methods 0.000 claims abstract description 8
- 239000004576 sand Substances 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 238000000034 method Methods 0.000 abstract description 9
- 238000010276 construction Methods 0.000 abstract description 7
- 230000009286 beneficial effect Effects 0.000 abstract description 4
- 230000005641 tunneling Effects 0.000 abstract description 3
- 238000004886 process control Methods 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The utility model discloses a many tunnels of rectangle consolidate and monitoring system contains the push pipe originating well, the well is received to the push pipe, connect in the push pipe originating and push pipe receive the push pipe tunnel between the well, connect in the undercut tunnel of push pipe tunnel one side, connect respectively in the reinforcing pile of push pipe originating well and push pipe receive the well opposite side, set up in the earth's surface settlement observation point of push pipe tunnel cross-under soil body top surface, set up in the inside soil pressure measurement station of the soil body and be provided with the monitoring point in the push pipe tunnel. The utility model is beneficial to the end reinforcement through the arrangement of the reinforcing piles, and ensures the bearing force and stable implementation of the pipe-jacking construction; the jacking pipes are steel pipe joints and are connected by splicing and ribbing, so that the tunnel forming is reinforced in the tunneling process; through the combined arrangement of the earth surface settlement observation point, the earth pressure measurement point and the monitoring point, the three-dimensional multi-section multi-parameter observation of settlement, displacement and pressure in the jacking process is facilitated, and the process control is facilitated.
Description
Technical Field
The utility model belongs to the technical field of tunnel structure, in particular to many tunnels of rectangle are consolidated and monitoring system.
Background
The pipe jacking tunneling machine is adopted for construction in the underground tunnel construction process, the soil body reinforcement and settlement observation requirements are less when single-hole pipeline construction is carried out, but when a plurality of tunnels are constructed in parallel, the lateral pressure generated in the jacking process easily influences the adjacent formed channel, so that adjacent pipe joints deform and displace, and even damage is caused. The soil around the formed channel is disturbed again when being jacked by adjacent jacking pipes, so that the ground and pipelines are easily settled and superposed, and the surrounding environment is damaged. Therefore, the soil body reinforcement, the displacement and pressure observation at different end parts and point positions need to be designed in a targeted manner, so that the stability construction of the pipe jacking construction is ensured.
SUMMERY OF THE UTILITY MODEL
The utility model provides a many tunnels of rectangle consolidate and monitoring system for solve the many tunnels of rectangle soil body in the work progress consolidate, monitor and push pipe wholeness design scheduling technical problem.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a rectangular multi-tunnel reinforcing and monitoring system comprises a push pipe originating well, a push pipe receiving well, a push pipe tunnel connected between the push pipe originating well and the push pipe receiving well, an underground excavation tunnel connected to one side of the push pipe tunnel, reinforcing piles respectively connected to opposite sides of the push pipe originating well and the push pipe receiving well, ground surface settlement observation points arranged on the top surface of a soil body connected in a penetrating manner in the push pipe tunnel, soil pressure measurement points arranged in the soil body and monitoring points arranged in the push pipe tunnel;
the pipe-jacking tunnels are parallel multi-line tunnels and at least comprise three; the pipe-jacking tunnels comprise a pipe-jacking tunnel, a pipe-jacking tunnel and a pipe-jacking tunnel.
Furthermore, the pipe-jacking tunnels are rectangular tunnels, and the pipe-jacking first tunnel, the pipe-jacking second tunnel and the pipe-jacking third tunnel are arranged in parallel; reinforcing piles are arranged at two ends of the pipe-jacking tunnel; and the jacking pipe tunnel is connected in a jacking mode through a steel pipe joint.
Furthermore, the reinforcing piles are double-pipe rotary jet grouting piles which are mutually occluded, and the depth of the reinforcing piles extending into the gravelly cohesive soil is not less than 2m below the bottom plate; or the sand layer is penetrated into the gravel cohesive soil layer to a reinforcing depth of not less than 1 m.
Furthermore, the steel pipe joints are rectangular and arc-shaped at four corners, and comprise pipe straight jointed plates arranged in a square shape, jacking pipe arc jointed plates connected between adjacent pipe straight jointed plates, and corner rib plates connected between the pipe straight jointed plates and the jacking pipe arc jointed plates.
Furthermore, straight plate rib plates are arranged on the pipe straight jointed plates at intervals in the length direction, and detachable straight plate jointed heads are arranged between adjacent pipe straight jointed plates.
Furthermore, the ground surface settlement observation points comprise internal ground surface settlement observation points on the top surface of the pipe-jacking tunnel and external ground surface settlement observation points positioned on the outer side of the top surface of the pipe-jacking tunnel, and the internal ground surface settlement observation points are arranged at intervals in the longitudinal direction of the pipe-jacking tunnel and are arranged at two ends in an encrypted manner; the external earth surface settlement observation points are arranged at the two ends of the pipe-jacking tunnel in the length direction.
Furthermore, the soil pressure measuring points comprise upper soil pressure measuring points and lower soil pressure measuring points, the upper soil pressure measuring points are positioned among, on two sides of and in the upper soil body of the pipe-jacking tunnel, and the lower soil pressure measuring points are positioned below the pipe-jacking tunnel; the upper soil pressure measuring points and the lower soil pressure measuring points are vertically arranged in a row at intervals.
The monitoring points comprise a pipe-jacking tunnel internal settlement measuring point, a pipe-jacking lateral displacement point and a pipe-jacking convergence measuring point, wherein the pipe-jacking tunnel internal settlement measuring point is a settlement measuring point arranged on a top plate and a bottom plate of a pipe-jacking tunnel; the jacking pipe lateral displacement point and the jacking pipe convergence measuring point are arranged on a side plate of the jacking pipe tunnel.
Furthermore, the jacking pipe lateral displacement points and the jacking pipe convergence measuring points are arranged in pairs and are at least arranged in the middle of the side plate of each side of the jacking pipe tunnel.
The beneficial effects of the utility model are embodied in:
1) the utility model, through the arrangement of the reinforcing piles, is beneficial to the end reinforcement of the pipe-jacking initial well and the pipe-jacking receiving well, and ensures the bearing and stable implementation of pipe-jacking construction;
2) the utility model adopts the jacking pipe as the steel pipe joint and is connected by splicing and ribbing, which is beneficial to reinforcing the tunnel forming in the tunneling process;
3) the utility model discloses a joint setting of earth's surface settlement observation point, soil pressure measurement station and monitoring point does benefit to three-dimensional many sections and carries out the multiparameter observation of subsiding, displacement and pressure of jacking in-process, the process control of being convenient for.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the structure particularly pointed out in the written description.
Drawings
FIG. 1 is a schematic view of a rectangular multi-tunnel reinforcing structure;
FIG. 2 is a schematic view of a reinforcement pile arrangement;
FIG. 3 is a schematic view of the structure of the jacking pipe;
FIG. 4 is a schematic view of a rectangular multi-tunnel monitoring layout;
FIG. 5 is a schematic view of a rectangular multi-tunnel monitoring layout;
fig. 6 is a schematic diagram of a rectangular multi-tunnel surface subsidence observation point.
Reference numerals: the method comprises the following steps of 1-pipe-jacking starting well, 2-pipe-jacking receiving well, 3-underground excavation tunnel, 4-pipe-jacking one tunnel, 5-pipe-jacking two tunnels, 6-pipe-jacking three tunnels, 7-reinforced piles, 8-pipe-jacking straight jointed boards, 9-pipe-jacking arc jointed boards, 10-corner rib boards, 11-straight rib boards, 12-straight jointed heads, 13-soil bodies, 14-pipe-jacking tunnels, 15-ground surface settlement observation points, 151-internal ground surface settlement observation points, 152-external ground surface settlement observation points, 16-soil-loading pressure measurement points, 17-soil-loading pressure measurement points, 18-pipe-jacking tunnel internal settlement measurement points, 19-pipe-jacking lateral displacement points and 20-pipe convergence measurement points.
Detailed Description
Taking a certain pipe jacking channel project as an example, the length of the pipe jacking channel project is 41m, and three rectangular channels are arranged on the plane. Underground pipelines are numerous and constructed by adopting a pipe jacking method.
As shown in fig. 1 to 6, a rectangular multi-tunnel reinforcement and monitoring system comprises a pipe-jacking launching well 1, a pipe-jacking receiving well 2, a pipe-jacking tunnel 14 connected between the pipe-jacking launching and the pipe-jacking receiving well 2, an undercut tunnel 3 connected to one side of the pipe-jacking tunnel 14, reinforcement piles 7 respectively connected to opposite sides of the pipe-jacking launching well 1 and the pipe-jacking receiving well 2, surface subsidence observation points 15 arranged on the top surface of a pipe-jacking tunnel 14 and penetrating through a soil body 13, soil pressure measurement points arranged inside the soil body 13, and monitoring points arranged inside the pipe-jacking tunnel 14;
in the embodiment, the underground space structure of the underground layer at the south end is also used as the top pipe receiving well 2, and the depth of the foundation pit is about 9.2-10.1 m. The spatial structure of the underground layer at the north end is partially used as a jacking pipe starting well 1, and the depth of the foundation pit is about 9.5-11.0 m. The length of the middle rectangular top pipe is 41m, 3 holes are arranged in parallel, the total length is 123m, and the section size of each hole is 6.9m multiplied by 4.9 m.
In the embodiment, the pipe-jacking tunnels 14 are rectangular tunnels, and the pipe-jacking first tunnel 4, the pipe-jacking second tunnel 5 and the pipe-jacking third tunnel 6 are arranged in parallel; reinforcing piles 7 are arranged at two ends of the pipe-jacking tunnel 14; the pipe jacking tunnel 14 is connected through jacking of a steel pipe joint.
As shown in fig. 2, the reinforcing piles 7 are double-pipe rotary jet piles which are mutually occluded, and the depth of the reinforcing piles extending into the gravelly cohesive soil is not less than 2m below the bottom plate; or the sand layer is penetrated into the gravel cohesive soil layer to a reinforcing depth of not less than 1 m.
In the embodiment, the end head reinforcing range is that the length of the pipe jacking starting well 1 is 3.2 meters, and the width is 31.65 meters; the receiving end is reinforced 3.65 meters in length and 33 meters in width at the side of the channel, and the originating and receiving ends adopt phi 600@450 double-pipe jet grouting piles to reinforce the soil body 13. The top pipe bottom plate is positioned in a gravel viscous soil layer, and the reinforcing depth is 2m below the bottom plate; the jacking pipe bottom plate is positioned on the sand layer, and the reinforcing depth is 1m after penetrating through the sand layer and entering the gravel cohesive soil layer.
In the embodiment, the jet grouting pile adopts a double-pipe high-pressure jet grouting process, and the diameter phi of the pile is 600mm, and the distance between the pile and the jet grouting pile is 450 mm. The field positioning error of the jet grouting pile is not more than 50mm, the drill hole inclination is not more than 0.5%, and the drill hole depth error is not more than 100 mm. The dual-pipe rotary spraying requires that the spraying pressure of the slurry is 15-20 MPa, the compressed air pressure is 0.7MPa, 42.5-grade ordinary portland cement is adopted for grouting, and a proper amount of additive and admixture can be added according to the requirement; the cement dosage is determined through tests, the water cement ratio of the cement slurry is generally 0.6-1.5, the cement slurry is determined according to the test pile condition, the cutting of a cutter head of a top pipe machine is considered, the unconfined compressive strength of a reinforced soil body 1328d is 1-2 MPa, and the permeability coefficient is not more than 1 x 10 < -5 > cm/s.
In this embodiment, in order to maintain the overall stability of the passageway, the steel pipe section replaces the concrete pipe section. The steel pipe joint is formed by welding Q345B steel plates, the net size of the steel pipe joint is 6m x 4m, the ring thickness is 450mm, and the weight of a single joint is about 81.99 tons. The outer wall of the pipe joint is made of a 20mm steel plate. The steel pipe joint is rectangular and has arc-shaped four corners, and comprises square top pipe straight jointed plates 8, top pipe arc jointed plates 9 connected between the adjacent top pipe straight jointed plates 8, and corner rib plates 10 connected between the top pipe straight jointed plates 8 and the top pipe arc jointed plates 9. Straight rib plates 11 are arranged on the top of the top pipe straight jointed boards 8 at intervals, and detachable straight jointed heads 12 are arranged between the adjacent top pipe straight jointed boards 8.
As shown in fig. 4 to 6, the surface subsidence observation points 15 include internal surface subsidence observation points 151 on the top surface of the top pipe tunnel 14 and external surface subsidence observation points 152 located outside the top surface of the top pipe tunnel 14, wherein the internal surface subsidence observation points 151 are arranged at intervals in the longitudinal direction of the top pipe tunnel 14 and arranged at both ends in a encrypted manner; the external surface settlement observation points 152 are arranged at the two ends of the long direction of the pipe-jacking tunnel 14.
The soil pressure measuring points comprise upper soil pressure measuring points 16 and lower soil pressure measuring points 17, the upper soil pressure measuring points 16 are positioned between the top pipe tunnels 14, at two sides and in the upper soil body 13, and the lower soil pressure measuring points 17 are positioned below the top pipe tunnels 14; the upper soil pressure measuring points 16 and the lower soil pressure measuring points 17 are vertically arranged in a row at intervals.
In this embodiment, the monitoring points include a pipe-jacking tunnel internal settlement measuring point 18, a pipe-jacking lateral displacement point 19 and a pipe-jacking convergence measuring point 20, where the pipe-jacking tunnel internal settlement measuring point 18 is a settlement measuring point arranged on a top plate and a bottom plate of the pipe-jacking tunnel 14; the jacking pipe lateral displacement point 19 and the jacking pipe convergence measuring point 20 are arranged on a side plate of the jacking pipe tunnel 14. The jacking pipe lateral displacement point 19 and the jacking pipe convergence measuring point 20 are arranged in pairs and are at least arranged in the middle of the side plate of the jacking pipe tunnel 14 on each side.
The above description is only for the preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto, and any changes or substitutions that can be considered by those skilled in the art within the technical scope of the present invention should be covered by the protection scope of the present invention.
Claims (9)
1. A rectangular multi-tunnel reinforcing and monitoring system is characterized by comprising a push pipe originating well (1), a push pipe receiving well (2), a push pipe tunnel (14) connected between the push pipe originating well and the push pipe receiving well (2), an underground excavated tunnel (3) connected to one side of the push pipe tunnel (14), reinforcing piles (7) respectively connected to the opposite sides of the push pipe originating well (1) and the push pipe receiving well (2), ground surface settlement observation points (15) arranged on the top surface of a soil body (13) in a penetrating manner of the push pipe tunnel (14), soil pressure measurement points arranged inside the soil body (13) and monitoring points arranged in the push pipe tunnel (14);
the pipe-jacking tunnels (14) are parallel multi-line tunnels and at least comprise three; the pipe-jacking tunnel (14) comprises a pipe-jacking one-tunnel (4), a pipe-jacking two-tunnel (5) and a pipe-jacking three-tunnel (6).
2. The rectangular multi-tunnel reinforcement and monitoring system according to claim 1, wherein the pipe-jacking tunnels (14) are rectangular tunnels, and the pipe-jacking one tunnel (4), the pipe-jacking two tunnel (5) and the pipe-jacking three tunnel (6) are arranged in parallel; reinforcing piles (7) are arranged at both ends of the pipe-jacking tunnel (14); the pipe jacking tunnel (14) is connected in a jacking mode through a steel pipe joint.
3. A rectangular multi-tunnel reinforcement and monitoring system according to claim 2, characterized in that the reinforcement piles (7) are intermeshing double-pipe jet grouting piles extending into the gravelly cohesive soil to a depth of not less than 2m below the bottom plate; or the sand layer is penetrated into the gravel cohesive soil layer to a reinforcing depth of not less than 1 m.
4. The rectangular multi-tunnel reinforcement and monitoring system according to claim 2, wherein the steel pipe joints are rectangular and arc-shaped at four corners, and comprise square top pipe straight jointed plates (8), top pipe arc jointed plates (9) connected between adjacent top pipe straight jointed plates (8), and corner rib plates (10) connected between the top pipe straight jointed plates (8) and the top pipe arc jointed plates (9).
5. The rectangular multi-tunnel reinforcement and monitoring system according to claim 4, wherein the top pipe straight jointed boards (8) are provided with straight rib boards (11) at intervals in the longitudinal direction, and detachable straight jointed heads (12) are arranged between adjacent top pipe straight jointed boards (8).
6. The rectangular multi-tunnel reinforcement and monitoring system according to claim 1, wherein the ground surface settlement observation points (15) comprise inner ground surface settlement observation points (151) on the top surface of the top pipe tunnel (14) and outer ground surface settlement observation points (152) on the outer side of the top surface of the top pipe tunnel (14), the inner ground surface settlement observation points (151) are arranged at intervals in the longitudinal direction of the top pipe tunnel (14) and are arranged at both ends in a encrypted manner; the external ground surface settlement observation points (152) are arranged at the two ends of the long direction of the pipe-jacking tunnel (14).
7. The rectangular multi-tunnel reinforcement and monitoring system according to claim 6, wherein the soil pressure measuring points comprise upper soil pressure measuring points (16) and lower soil pressure measuring points (17), the upper soil pressure measuring points (16) are located between the top pipe tunnels (14), on two sides and in the upper soil body (13), and the lower soil pressure measuring points (17) are located below the top pipe tunnels (14); the upper soil pressure measuring points (16) and the lower soil pressure measuring points (17) are vertically arranged in a row at intervals.
8. The rectangular multi-tunnel reinforcement and monitoring system according to claim 7, wherein the monitoring points comprise a pipe-jacking tunnel internal settlement measuring point (18), a pipe-jacking lateral displacement point (19) and a pipe-jacking convergence measuring point (20), and the pipe-jacking tunnel internal settlement measuring point (18) is a settlement measuring point arranged on a top plate and a bottom plate of the pipe-jacking tunnel (14); the jacking pipe lateral displacement point (19) and the jacking pipe convergence measuring point (20) are arranged on a side plate of the jacking pipe tunnel (14).
9. The rectangular multi-tunnel reinforcement and monitoring system according to claim 8, wherein the top pipe lateral displacement points (19) and the top pipe convergence points (20) are arranged in pairs at least in the middle of the side plates of the top pipe tunnel (14) on each side.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123357407.4U CN216588595U (en) | 2021-12-29 | 2021-12-29 | Rectangular multi-tunnel reinforcing and monitoring system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123357407.4U CN216588595U (en) | 2021-12-29 | 2021-12-29 | Rectangular multi-tunnel reinforcing and monitoring system |
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| Publication Number | Publication Date |
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| CN216588595U true CN216588595U (en) | 2022-05-24 |
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|---|---|---|---|
| CN202123357407.4U Expired - Fee Related CN216588595U (en) | 2021-12-29 | 2021-12-29 | Rectangular multi-tunnel reinforcing and monitoring system |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115046055A (en) * | 2022-06-21 | 2022-09-13 | 北京住总集团有限责任公司 | Pipe jacking settlement control system and method |
-
2021
- 2021-12-29 CN CN202123357407.4U patent/CN216588595U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115046055A (en) * | 2022-06-21 | 2022-09-13 | 北京住总集团有限责任公司 | Pipe jacking settlement control system and method |
| CN115046055B (en) * | 2022-06-21 | 2024-05-28 | 北京住总集团有限责任公司 | Push pipe settlement control system and method |
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Granted publication date: 20220524 |
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