CN111608730A - Pressure box embedding method for monitoring pressure of each layer of tunnel multi-layer support - Google Patents
Pressure box embedding method for monitoring pressure of each layer of tunnel multi-layer support Download PDFInfo
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- CN111608730A CN111608730A CN202010441449.7A CN202010441449A CN111608730A CN 111608730 A CN111608730 A CN 111608730A CN 202010441449 A CN202010441449 A CN 202010441449A CN 111608730 A CN111608730 A CN 111608730A
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- 238000000034 method Methods 0.000 title claims abstract description 20
- 238000012544 monitoring process Methods 0.000 title claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims abstract description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 230000001681 protective effect Effects 0.000 claims description 10
- 238000004873 anchoring Methods 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 5
- 239000011435 rock Substances 0.000 abstract description 9
- 239000011378 shotcrete Substances 0.000 abstract description 2
- 239000003795 chemical substances by application Substances 0.000 description 7
- 239000004020 conductor Substances 0.000 description 6
- 238000010276 construction Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000004065 semiconductor Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 238000009662 stress testing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
- E21F17/185—Rock-pressure control devices with or without alarm devices; Alarm devices in case of roof subsidence
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a pressure box embedding method for monitoring pressure of each layer of a tunnel multi-layer support, which comprises the following steps: firstly, arranging a first pressure box on the inner wall of a tunnel excavation profile surface; secondly, arranging a PVC pipe outside the first pressure box, and guiding the data lead of the first pressure box into the PVC pipe; and thirdly, leading out the data wire of the first pressure box from the tail end of the PVC pipe. And fourthly, arranging the second pressure box on the wall surface of the first layer of support, wherein the second pressure box and the first pressure box are at the same mileage. And fifthly, enabling the data lead of the first pressure box and the data lead of the second pressure box to be parallel and leading the data leads into a second PVC pipe. And sixthly, leading out the data wire from the tail end of the second PVC pipe. And seventhly, paralleling the data leads of the first pressure box to the nth pressure box and leading the data leads into the nth PVC pipe. By adopting the embedding method, the pressure box is ensured to be in close contact with surrounding rocks and not influenced by sprayed concrete during monitoring, and the data of the pressure box of the multilayer support is accurately acquired at the later stage.
Description
[ technical field ] A method for producing a semiconductor device
The invention belongs to the technical field of contact stress testing of tunnels and underground engineering surrounding rocks, and particularly relates to a pressure box embedding method for monitoring pressure of each layer of a tunnel multi-layer support.
[ background of the invention ]
The tunnel large deformation caused by high ground stress is a great problem in tunnel engineering construction at present, and in order to better control the large deformation, the stress characteristics of a surrounding rock structure system under the condition of a high ground stress weak rock stratum need to be deeply researched. When the tunnel is set to be multi-layer protection, all layers of supports bear the surrounding rock stress, the pressure borne by all layers of supports needs to be monitored so as to acquire the pressure data of all layers of supports, the stress condition of the secondary lining is modeled and analyzed, the structural safety of the secondary lining is evaluated, and deformation control measures are taken in a targeted manner. At present, no effective method for monitoring multi-layer support exists.
[ summary of the invention ]
The invention aims to provide a pressure box embedding method for monitoring pressure of each layer of a multi-layer support of a tunnel.
The invention adopts the following technical scheme: a method for embedding a pressure box for monitoring pressure of each layer of a multi-layer support of a tunnel comprises the following steps:
the method comprises the following steps that firstly, a first layer of annular supporting reinforcing mesh and a steel arch are sequentially installed from the inner wall to the outer side of an excavation profile surface, and then a first pressure box is arranged on the inner wall of the tunnel excavation profile surface;
step two, arranging a PVC pipe at the outer side of the first pressure box, wherein the outer tail end of the PVC pipe penetrates through the first layer of supporting reinforcing mesh; leading the data lead of the first pressure box into the PVC pipe;
thirdly, spraying concrete to the steel arch along the annular direction, and forming a first layer of support between the steel arch and the excavation profile surface; the data conductor of the first pressure cell is then led out of the end of the PVC pipe.
Step four, sequentially installing a second layer of annular supporting reinforcing mesh and a steel arch from the inner wall to the outside along the first layer of supporting surface, and arranging a second pressure box on the wall surface of the first layer of supporting; the second pressure cell is at the same mileage as the first pressure cell.
Step five, arranging a second PVC pipe outside the second pressure box, wherein the outer tail end of the second PVC pipe penetrates through a second layer of supporting reinforcing mesh; the data conductor of the first pressure cell is in parallel with the data conductor of the second pressure cell and is guided into the second PVC pipe.
And step six, repeating the step three, constructing a second layer of support, and leading out the data lead of the first pressure box and the data lead of the second pressure box from the tail end of the second PVC pipe.
Step seven, repeating the step four to the step six in sequence, paralleling the data leads of the first pressure box to the nth pressure box, guiding the data leads into the nth PVC pipe, and constructing the nth layer of support, wherein: n is a natural number greater than 1.
Furthermore, a support is arranged between the outer side of each pressure box and the reinforcing mesh of the corresponding layer, each support is sleeved outside each PVC pipe, and the tail end of each support is tightly attached to the reinforcing mesh.
The support comprises two parallel triangular support frames which are arranged at intervals front and back, long steel bars which are vertical to the support frames are arranged in the support frames and positioned at three corners, and the front ends and the back ends of the long steel bars penetrate through the support frames at the corresponding ends; the support frame of front end pastes the outer wall at pressure cell, and three long reinforcing bar closely paste the three lateral wall face that correspond of pressure cell.
Furthermore, the outer tail end of each PVC pipe is provided with a protective cover which can be opened and closed, and the protective cover is provided with a through hole for the data wire to pass through.
Furthermore, a wire protection hose is sleeved on each data wire.
Further, in the first step, the first pressure box is fixed on the tunnel excavation contour surface by adopting an anchoring agent in a sticking mode, and the tunnel excavation contour surface is leveled by adopting the anchoring agent before the first pressure box is stuck.
The invention has the beneficial effects that: 1. the pressure box can be tightly attached to the surface of the surrounding rock by using the anchoring agent, so that the condition that the pressure box is not tightly contacted with the surrounding rock due to the fact that the surrounding rock is broken is avoided, and monitoring data are inaccurate.
2. The PVC pipe is used for leading out the leads of the pressure boxes embedded in the multilayer support one by one, so that the problem of embedding and monitoring of the multilayer support pressure boxes is solved, and meanwhile, the lead protection hose is used for ensuring that the leads between layers are not damaged by sprayed concrete when led out, the multilayer pressure boxes can be embedded in the same mileage, and the pressure data measured under the same geological conditions are ensured.
3. The triangular support is adopted to fix the pressure box, so that the fixation is firmer, and the pressure box is not influenced by a concrete spraying process.
[ description of the drawings ]
FIG. 1 is a schematic diagram of the burying of a pressure cell;
FIG. 2 is a schematic structural view of a pressure cell support;
fig. 3 is a schematic diagram of the burying of the pressure box under the four-layer support.
Wherein: 1. excavating a contour surface; 2. an anchoring agent; 3. a first pressure cell; 4. a pressure cell support; 5, PVC pipe; 6. a protective cover; 7. a data conductor; 8. a wire protection hose; 9. reinforcing mesh sheets; 10. short reinforcing steel bars; 11. and (5) long reinforcing steel bars.
[ detailed description ] embodiments
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
The invention discloses a pressure box embedding method for monitoring pressure of each layer of a tunnel multi-layer support, which comprises the following steps:
step one, sequentially installing a first layer of circumferential supporting reinforcing mesh 9 and a steel arch frame from the inner wall to the outside along the excavation profile surface 1, and then arranging the first pressure box 3 on the inner wall of the tunnel excavation profile surface. A space is formed between the first layer of supporting reinforcing mesh 9 and the inner wall.
Step two, arranging a PVC pipe 5 at the outer side of the first pressure box 3, wherein the outer tail end of the PVC pipe 5 penetrates through the first layer of supporting reinforcing mesh 9; the data line 7 of the first pressure cell 3 is guided into the PVC pipe 5.
Thirdly, spraying concrete to the steel arch along the annular direction, and forming a first layer of support between the steel arch and the excavation contour surface 1; the data line 7 of the first pressure cell 3 is then led out of the end of the PVC pipe 5.
Step four, sequentially installing a second layer of annular supporting reinforcing mesh and a steel arch from the inner wall to the outside along the first layer of supporting surface, and arranging a second pressure box on the wall surface of the first layer of supporting; the second pressure cell is at the same mileage as the first pressure cell 3. As shown in fig. 1-2.
Step five, arranging a second PVC pipe outside the second pressure box, wherein the outer tail end of the second PVC pipe penetrates through a second layer of supporting reinforcing mesh; the data conductor 7 of the first pressure cell 3 is brought in parallel with the data conductor of the second pressure cell and led into the second PVC pipe.
And step six, repeating the step three, constructing a second layer of support, and leading out the data lead 7 of the first pressure box 3 and the data lead of the second pressure box from the tail end of the second PVC pipe.
Seventhly, repeating the fourth step to the sixth step in sequence, paralleling the data leads of the first pressure box 3 to the nth pressure box, guiding the data leads into the nth PVC pipe, and applying to the nth layer of support, wherein: n is a natural number greater than 1. As shown in fig. 3.
A bracket is arranged between the outer side of each pressure box and the reinforcing mesh of the corresponding layer, each bracket is sleeved outside each PVC pipe, and the tail end of each bracket is tightly attached to the reinforcing mesh;
the support comprises two parallel triangular support frames which are arranged at intervals in the front and back, the triangular support frames are formed by connecting three short steel bars 10 in an end-to-end manner, long steel bars 11 which are vertical to the support frames are arranged in the support frames and positioned at three corners, and the front end and the back end of each long steel bar 11 penetrate through the support frames at the corresponding ends; the support frame of front end pastes the outer wall at pressure cell, and three long steel bar 11 closely pastes in the corresponding three lateral wall of pressure cell.
The PVC data transmission device is characterized in that the outer tail end of each PVC pipe 5 is provided with a protective cover 6 which can be opened and closed, and the protective cover 6 is provided with a through hole for a data wire to pass through.
Each data wire is sleeved with a wire protection hose 8.
In the first step, the first pressure box 3 is stuck and fixed on the tunnel excavation contour surface by adopting the anchoring agent 2. As shown in fig. 3.
The method is applied to the construction of a tunnel with four-layer support, the four-layer support section is a very high ground stress soft rock tunnel, the lithology of the stratum is complex, mainly comprising two-layered series slates and carbon slates, and the maximum horizontal ground stress is 27.16 MPa. The method comprises the following specific steps:
firstly, the tunnel excavation contour surface is leveled by the anchoring agent 2. Then, the first pressure box 3 is supported on the surface of the anchoring agent 2 through a pressure box support 4, the tail end of the pressure box support 4 is welded on a corresponding supporting reinforcing mesh 9, then the first PVC pipe 5 is coaxially sleeved in the pressure box support 4, the first PVC pipe 5 and the first pressure box 3 support are firmly wound through an adhesive tape, a data wire of the first pressure box 3 is placed in the first PVC pipe 5, and a protective cover 6 is covered on the data wire. And then, spraying concrete to the steel arch along the annular direction, and forming a first layer of support between the steel arch and the excavation profile surface 1. If monitoring is to be carried out, the protective cover 6 is opened, and the first pressure box data lead is connected with a frequency meter to read data. The diameter of the short reinforcing bars 10 may be 10mm, and the net length of the short reinforcing bars 10, that is, the length between two long reinforcing bars 11 may be 30 mm; the long reinforcing bar 11 has a length of 30cm, wherein the length for clamping the pressure cell 3 section is 10 mm.
Then, a second pressure box is stuck on the wall surface of the first layer of support, and the second pressure box and the first pressure box 3 are at the same mileage; repeating the operation, and after the second pressure box is fixed, penetrating the data lead of the first pressure box 3 into a second PVC pipe to be parallel to the data lead of the second pressure box; and then, a second layer of support is applied, and the first pressure box 3 and the second pressure box data wire are led out. And repeating the operations in sequence to finish the construction of the fourth layer of support.
The steel arch frames of the first layer and the second layer of support are made of H175 steel, C30 concrete is sprayed on a net, the distance between every two steel arch frames is 0.7m, the thickness of the first layer of support is 33cm, the thickness of the second layer of support is 25cm, the third layer of support is lined by sprayed reinforced concrete C35 and is 40cm, and the fourth layer of support is lined by reinforced concrete C35 of 70 cm.
When the pressure borne by each layer of support is required to be monitored, the protective cover 6 of the fourth PVC pipe is opened, the data lines of the pressure boxes are all arranged in the fourth PVC pipe, the data lines of the pressure boxes are led out one by one, and the pressure boxes are connected with a frequency instrument to read data. According to monitoring data, the contact pressure of the front two layers of supports bears about 70% of the total contact pressure, the contact pressure of the third layer bears about 20%, the contact pressure of the second lining bears about 10%, the contact pressure is from outside to inside, the whole is continuously reduced, and the stress distribution of each layer is uneven. The boundary condition of the stress of the secondary lining can be established according to the collected pressure data, and modeling simulation calculation is carried out to judge the safety condition of the secondary lining.
After the pressure boxes are buried by the method, the mileage of each pressure box is the same when data are monitored, and the measured pressure is the pressure on each support at the same geological condition.
Claims (5)
1. A method for burying a pressure box for monitoring pressure of each layer of a multi-layer support of a tunnel is characterized by comprising the following steps:
the method comprises the following steps that firstly, a first layer of annular supporting reinforcing mesh (9) and a steel arch frame are sequentially arranged from the inner wall to the outside along an excavation profile surface (1), and then a first pressure box (3) is arranged on the inner wall of the tunnel excavation profile surface;
step two, arranging a PVC pipe (5) at the outer side of the first pressure box (3), wherein the outer tail end of the PVC pipe (5) penetrates through the first layer of supporting reinforcing mesh (9); guiding a data wire (7) of the first pressure box (3) into the PVC pipe (5);
thirdly, spraying concrete to the steel arch frame along the annular direction, and forming a first layer of support between the steel arch frame and the excavation profile surface (1); then leading out a data lead (7) of the first pressure box (3) from the tail end of the PVC pipe (5);
step four, sequentially installing a second layer of annular supporting reinforcing mesh and a steel arch from the inner wall to the outside along the first layer of supporting surface, and arranging a second pressure box on the wall surface of the first layer of supporting; the second pressure cell is at the same mileage as the first pressure cell (3);
fifthly, arranging a second PVC pipe outside the second pressure box, wherein the outer tail end of the second PVC pipe penetrates through the second layer of supporting reinforcing mesh; the data lead (7) of the first pressure box (3) and the data lead of the second pressure box are parallel and are led into the second PVC pipe;
step six, repeating the step three, constructing a second layer of support, and leading out the data of the data lead (7) of the first pressure box (3) and the data of the second pressure box from the tail end of the second PVC pipe;
step seven, repeating the step four to the step six in sequence, paralleling the data leads of the first pressure box (3) to the nth pressure box, leading the data leads into the nth PVC pipe, and constructing the nth layer of support, wherein: n is a natural number greater than 1.
2. The method for burying pressure boxes for monitoring the pressure of each layer of a multi-layer tunnel support according to claim 1, wherein a bracket is arranged between the outer side of each pressure box and the corresponding layer of reinforcing mesh, each bracket is sleeved outside each PVC pipe, and the tail end of each bracket is tightly attached to the reinforcing mesh;
the support comprises two parallel triangular support frames which are arranged at intervals front and back, long steel bars (11) which are vertical to the support frames are arranged in the support frames and positioned at three corners, and the front end and the back end of each long steel bar (11) penetrate through the support frames at the corresponding ends; the support frame of front end pastes in the outer wall of pressure cell, and three long reinforcing bar (11) closely paste in the corresponding three lateral wall face of pressure cell.
3. The method for burying the pressure box for monitoring the pressure of each layer of the multi-layer support of the tunnel according to claim 1 or 2, wherein an openable protective cover (6) is arranged at the outer tail end of each PVC pipe (5), and through holes for data wires to pass through are formed in the protective covers (6).
4. A method for burying a pressure cell for monitoring pressure in each layer of a multi-layer tunnel support according to claim 1 or 2, wherein a wire protection hose (8) is sleeved on each data wire.
5. The method for burying the pressure boxes for monitoring the pressure of each layer of the multi-layer tunnel support according to claim 1, wherein in the first step, the first pressure box (3) is fixedly adhered to the tunnel excavation contour surface by using an anchoring agent (2); and before the first pressure box (3) is adhered, the tunnel excavation profile surface is leveled by adopting an anchoring agent (2).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010441449.7A CN111608730A (en) | 2020-05-22 | 2020-05-22 | Pressure box embedding method for monitoring pressure of each layer of tunnel multi-layer support |
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| CN202010441449.7A CN111608730A (en) | 2020-05-22 | 2020-05-22 | Pressure box embedding method for monitoring pressure of each layer of tunnel multi-layer support |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109540352A (en) * | 2019-01-28 | 2019-03-29 | 山东科技大学 | The pre-buried pressure sensing net structure of tunnel double-lining and its monitoring method |
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2020
- 2020-05-22 CN CN202010441449.7A patent/CN111608730A/en active Pending
Patent Citations (6)
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| CN104481592A (en) * | 2014-11-28 | 2015-04-01 | 长安大学 | Surrounding rock pressure-frost heaving force monitoring system for tunnel in cold region and mounting method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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Application publication date: 20200901 |