CN101435208B - Device and method for monitoring uneven settlement of earth slit formation tunnel - Google Patents
Device and method for monitoring uneven settlement of earth slit formation tunnel Download PDFInfo
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- CN101435208B CN101435208B CN2008102317716A CN200810231771A CN101435208B CN 101435208 B CN101435208 B CN 101435208B CN 2008102317716 A CN2008102317716 A CN 2008102317716A CN 200810231771 A CN200810231771 A CN 200810231771A CN 101435208 B CN101435208 B CN 101435208B
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 18
- 238000000034 method Methods 0.000 title claims abstract description 15
- 230000015572 biosynthetic process Effects 0.000 title claims description 6
- 238000012806 monitoring device Methods 0.000 claims abstract description 34
- QSHDDOUJBYECFT-UHFFFAOYSA-N mercury Chemical compound [Hg] QSHDDOUJBYECFT-UHFFFAOYSA-N 0.000 claims abstract description 20
- 229910052753 mercury Inorganic materials 0.000 claims abstract description 20
- 230000007774 longterm Effects 0.000 claims abstract description 10
- 238000004062 sedimentation Methods 0.000 claims description 37
- 229910000831 Steel Inorganic materials 0.000 claims description 21
- 239000010959 steel Substances 0.000 claims description 21
- 230000002706 hydrostatic effect Effects 0.000 claims description 16
- 230000001133 acceleration Effects 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 6
- 238000005259 measurement Methods 0.000 abstract description 6
- 238000011161 development Methods 0.000 abstract description 4
- 238000012360 testing method Methods 0.000 description 6
- 238000006073 displacement reaction Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 3
- 238000011155 quantitative monitoring Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000001028 reflection method Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
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Abstract
The invention discloses a device and a method for monitoring the uneven settlement of ground crack stratum tunnel. The monitoring device comprises a plurality of horizontally arranged rigid pipes B, adjacent rigid pipes B are interconnected through flexible connecting pipes to form a long pipe, two ends of the long pipe are respectively fixedly connected with the lower end of a vertically arranged rigid pipe A, the inner parts of the rigid pipe A, the flexible connecting pipes, and the rigid pipes B are communicated with each other and are filled with mercury, and the connection places of the pipes are respectively provided with hydraulic sensors. The device is mounted on the side surface of the inner wall of the tunnel, a reference point is determined, and the settlement difference of the settlement between the measurement point and the reference point and any measurement point is calculated by the change of the pressure value of the hydraulic sensor at the measurement point before and after settlement. The device of the invention can perform long term real time monitor to the longitudinal and transverse settlement of tunnel deform slit lining structure, provides basis for understanding the develop process of the ground crack stratum tunnel settlement and forecasting the development trend, and has low operation cost, and good endurance and accuracy.
Description
Technical field
The present invention relates to a kind of device that is used for monitoring in real time tunnel subsidence, particularly a kind of monitoring device of uneven settlement of earth slit formation tunnel the invention still further relates to the method for utilizing this device monitoring tunnel differential settlement.
Background technology
Cavern's structure such as tunnel often run into the problem of differential settlement.Especially the ground fissure that geotechnical body large tracts of land differential settlement causes under the geological structure effect, special because of its residing geological conditions, Activity Type is various, the mechanism complexity, the displacement that produce are bigger, the ground movement that causes can't be avoided.The part that tunnel and ground fissure intersect can produce sedimentation, distortion with the activity of ground fissure, and tunnel lining structure has tangible relative displacement, even causes the destruction of tunnel lining structure, has a strong impact on Stability of Tunnel.Therefore, the tunnel is monitored in real time, in time obtain the data of ground fissure place tunnel generation differential settlement, and the development trend of tunnel subsidence is made prediction according to recorded data, taking its corresponding measures then, is the effective means that guarantees the normal operation in tunnel.
At present, domestic employing YDD-A type audio-frequency magnetotelluric field instrument method for measurement and shallow-layer high-resolution longitudinal wave reflection method are monitored the sedimentation in tunnel, the method of utilizing the laser measurement tunnel deformation in work progress is also arranged, but said method can not carry out long-term monitoring in real time, and operating cost is higher, can not the Quantitative Monitoring sedimentation and deformation.
Summary of the invention
The monitoring device that the purpose of this invention is to provide a kind of uneven settlement of earth slit formation tunnel be used for the long-term monitoring in real time in tunnel, and operating cost is lower.
Another object of the present invention provides a kind of method of utilizing said apparatus that the tunnel differential settlement is monitored, the pressure differential that the tunnel different monitoring points that shows by this device produces because of sedimentation, calculate the sedimentation and deformation amount in tunnel, the foundation of taking measures is provided.
The technical solution adopted in the present invention is, a kind of monitoring device of uneven settlement of earth slit formation tunnel, comprise a plurality of horizontally disposed rigid pipe B, adjacent two rigid pipe B are connected by flexible steel in flat section tubing, form a long tube, the two ends of this long tube are connected with a rigid pipe A who vertically is provided with respectively, the lower end of two rigid pipe A is affixed with the two ends of long tube respectively, two rigid pipe A, the inside of a plurality of flexible steel in flat section tubing and a plurality of rigid pipe B communicates, be filled with mercury in the pipe, the junction of rigid pipe A and rigid pipe B, the junction of each rigid pipe B and flexible steel in flat section tubing is respectively arranged with hydrostatic sensor.
Another technical scheme of the present invention is, a kind of method of utilizing above-mentioned monitoring device that tunnel subsidence is monitored is specifically carried out according to the following steps:
Step 1: choose reference point
The preparation monitoring device, this monitoring device comprises a plurality of horizontally disposed rigid pipe B, adjacent two rigid pipe B are connected by flexible steel in flat section tubing, form a long tube, the two ends of this long tube are connected with a rigid pipe A who vertically is provided with respectively, the lower end of two rigid pipe A is affixed with the two ends of long tube respectively, the inside of two rigid pipe A, a plurality of flexible steel in flat section tubing and a plurality of rigid pipe B communicates, be filled with mercury in the pipe, the junction of the junction of rigid pipe A and rigid pipe B, each rigid pipe B and flexible steel in flat section tubing is respectively arranged with hydrostatic sensor;
Adopt the above-mentioned monitoring device of two covers, this two covering device is individually fixed in the both sides of the tunnel inwall that needs the monitoring sedimentation, it is along the axial laying in tunnel, after the prospecting, select the metastable end in stratum, two ends, tunnel as reference point, the initial value pressure value P of each hydrostatic sensor in the record monitoring device
0
Step 2: after sedimentation takes place in the stratum, the pressure value P of record this point that each hydrostatic sensor shows this moment
1
Step 3: calculate the discrepancy in elevation between sedimentation fore-and-aft survey point and the reference point
If reference point is C, survey mark is D, presses following formula:
Δh
CD0＝(P
C0-P
D0)/ρg
Calculate the discrepancy in elevation Δ h of 2 of sedimentation preceding C, D
CD0In the formula, P
C0, P
D0Be respectively the initial pressure value of C, the D of step 1 record at 2, ρ is the density of mercury, and g is an acceleration of gravity.
Again according to following formula:
Δh
CD1＝(P
C1-P
D1)/ρg
Calculate the discrepancy in elevation Δ h of 2 of C, D after the sedimentation
CD1In the formula, P
C1, P
D1Be respectively the force value of reference point C and survey mark D after the sedimentation of step 2 record, ρ is the density of mercury, and g is an acceleration of gravity;
Step 4: the settling amount S that calculates survey mark
The sedimentation fore-and-aft survey point D that calculates according to step 3 is calculated as follows the settling amount S of survey mark D with respect to the discrepancy in elevation of reference point C
D1:
S
D1＝Δh
CD1-Δh
CD0
In the formula, Δ h
CD0, Δ h
CD1Be respectively tunnel subsidence fore-and-aft survey point D that step 2 calculates the discrepancy in elevation with respect to reference point C;
According to said method, calculate the settling amount S of tunnel subsidence fore-and-aft survey point E with respect to reference point C
E1
Then, calculate the differential settlement Δ h before and after the sedimentation between two survey mark E, the D according to following formula
ED:
Δh
ED＝S
E1-S
D1
In the formula, S
E1, S
D1Be respectively survey mark E that step 4 calculates and the settling amount of D;
Step 5: the settling amount that step 4 is calculated, as the basic data of the long term monitoring of the vertical and horizontal sedimentation of tunnel deformation joint liner structure, preserved,
Differential settlement according to step 4 calculates in time takes effective measures, and guarantees the normal operation in tunnel.
The invention has the beneficial effects as follows:
1. change the hydraulic pressure that causes by the height of mercury in communicating pipe and change, reflect the differential settlement in tunnel, and employing flexibly connects tubular structure at tunnel lining structure deformation joint position, has the ability that adapts to serious deformation.
To the floor fissure strata tunnel deformation carry out in real time, long term monitoring, can accurately, in time understand the evolution of floor fissure strata tunnel sedimentation, provide foundation for predicting its development trend.
3. operation, the cost cost is lower, is convenient to change and repair, and easy maintenance, simple and practical.
Description of drawings
Fig. 1 is the structural representation of monitoring device of the present invention;
Fig. 2 is that monitoring device of the present invention is installed on the laying schematic diagram in the tunnel;
Fig. 3 is the view of monitoring device of the present invention before and after the big displacement changing of the relative positions distortion in tunnel; Wherein, a is the view before the distortion, and b is the view after the distortion.
Among the figure, 1. rigid pipe A, 2. flexible steel in flat section tubing, 3. rigid pipe B, 4. mercury, 5. hydrostatic sensor.
The specific embodiment
The present invention is described in detail below in conjunction with the drawings and specific embodiments.
The structure of monitoring device of the present invention, as shown in Figure 1.Comprise a plurality of horizontally disposed rigid pipe B3, adjacent two rigid pipe B3 are connected by flexible steel in flat section tubing 2, form a long tube, the two ends of this long tube are connected with a rigid pipe A1 who vertically is provided with respectively, the lower end of two rigid pipe A1 is affixed with the two ends of long tube respectively, the inside of two rigid pipe A1, a plurality of flexible steel in flat section tubing 2 and a plurality of rigid pipes communicates, be filled with mercury 4 in the pipe, the junction of the junction of each rigid pipe A1 and rigid pipe B3, each rigid pipe B3 and flexible steel in flat section tubing 2 is respectively arranged with hydrostatic sensor 5.
Monitoring device of the present invention is installed on the artwork in the tunnel, as shown in Figure 2.In the same tunnel, along the tunnel axially, sidewall surfaces is symmetrically arranged with this monitoring device respectively in the both sides, tunnel, the two rigid pipe A1 that vertically are provided with in the monitoring device are fixed in the two ends in tunnel respectively, rigid pipe B3 level is fixed in the tunnel-side surface, flexible steel in flat section tubing 2 lays respectively at each deformation joint in tunnel, and crosses over this deformation joint.
The lining cutting of floor fissure strata tunnel is with the changing of the relative positions of the deformation joint upper lower burrs soil body, produce tangible relative displacement, adopt flexible steel in flat section tubing 2 to connect horizontally disposed adjacent two rigid pipe B3 in the monitoring device of the present invention, and should a plurality of flexible steel in flat section tubing 2 relative set in the tunnel deformation joint place, and cross over corresponding tunnel deformation joint, utilize the distortion of its generation to adapt to the relative deformation of tunnel deformation joint place lining cutting, guarantee that monitoring device is not destroyed.
The proportion of mercury 4 is bigger, and it highly produces less variation, can cause the significant change of hydraulic pressure, and mercury 4 is used for monitoring device of the present invention, can accurately measure the variation of pressure in the monitoring device that the tunnel differential settlement causes.
The two cover monitoring devices that both sides, tunnel sidewall surfaces symmetry is laid can be monitored the axial and horizontal differential settlement in tunnel simultaneously, guarantee the test data accurate and effective.
The inventive method adopts above-mentioned monitoring device, and floor fissure strata tunnel is carried out real-time, long-term monitoring.Record mercury in the monitoring device in the variation of the pressure of each test point by hydrostatic sensor, can obtain the tunnel and need test 2 pressure differential, calculate the settling amount between test point and the reference point, and then calculate the differential settlement between any test point.This method has according to the following steps carries out:
Step 1: choose reference point
Through prospecting, select the metastable end in stratum, two ends, tunnel as reference point, adopt tunnel differential settlement monitoring device, each hydrostatic sensor is in equilibrium state in this monitoring device, shown in Fig. 3 a, writes down the initial pressure value P of each hydrostatic sensor
0
Step 2: sedimentation takes place in the stratum, the tunnel that drives this place produces displacement, the rigid pipe B3 that is fixed in tunnel-side moves thereupon, at this moment, produce alternate position spike between the rigid pipe B3, make the flexible steel in flat section tubing 2 that connects rigid pipe B3 produce distortion, mercury 4 in the pipe flows thereupon, the balance that is positioned at the hydrostatic sensor 5 of rigid pipe B3 and flexible steel in flat section tubing 2 junctions is broken, but the liquid level of mercury 4 still is in same horizontal plane among the two rigid pipe A1, shown in Fig. 3 b, the pressure value P of record this point that each hydrostatic sensor 5 shows this moment
1
Step 3: the discrepancy in elevation between survey mark that calculating need be measured and the reference point before and after the sedimentation
If reference point is C, needing the test point of measurement differential settlement is D, presses following formula:
Δh
CD0＝(P
C0-P
D0)/ρg
Calculate the discrepancy in elevation Δ h that 2 of sedimentation preceding C, D take place
CD0In the formula, P
C0, P
D0Be respectively the initial pressure value of C, the D of step 1 record at 2, ρ is the density of mercury, and g is an acceleration of gravity;
Again according to following formula:
Δh
CD1＝(P
C1-P
D1)/ρg
The discrepancy in elevation Δ h of 2 of C, D after the sedimentation calculate to take place
CD1In the formula, P
C1, P
D1Be respectively the force value of reference point C and survey mark D after the sedimentation of step 2 record, ρ is the density of mercury, and g is an acceleration of gravity.
Step 4: the settling amount that calculates survey mark
The tunnel subsidence fore-and-aft survey point D that calculates according to step 3 calculates the settling amount S of survey mark D with respect to the discrepancy in elevation of reference point C
D1, its design formulas is as follows:
S
D1＝Δh
CD1-Δh
CD0
In the formula, Δ h
CD0, Δ h
CD1Be respectively tunnel subsidence fore-and-aft survey point D that step 2 calculates the discrepancy in elevation with respect to reference point C;
In like manner, calculate the sedimentation weight of tunnel subsidence front and back another survey mark E with respect to reference point C;
Then, calculate the differential settlement before and after the sedimentation between two survey mark D, the E
D after the sedimentation that aforementioned calculation is obtained, E two survey marks are with respect to the settling amount S of reference point C
E1With S
D1Subtract each other, calculate the differential settlement Δ h between this two survey mark after the sedimentation
ED, promptly
Δh
ED＝S
E1-S
D1
In the formula, S
E1, S
D1Be respectively survey mark E that step 4 calculates and D settling amount with respect to reference point C;
Step 5: the settling amount that calculates according to step 4, for the long term monitoring of the vertical and horizontal sedimentation of tunnel deformation joint liner structure provides master data,
Differential settlement according to step 4 calculates in time takes appropriate measures, and guarantees the normal operation in tunnel.
Monitoring device of the present invention, it is vertical to be used for the tunnel deformation joint liner structure, the long-term Real-Time Monitoring of horizontal differential settlement, the pressure differential of the mercury that the discrepancy in elevation that produces with the movement joint sedimentation by the rigid pipe B that axially arranges along the tunnel in this monitoring device causes, this pressure differential is recorded by hydrostatic sensor, then by calculating settling amount, thereby can be vertical to the tunnel deformation joint liner structure, the Transverse Subsidence amount is carried out long-term Real-Time Monitoring, and for understanding the evolution of floor fissure strata tunnel sedimentation, for predicting that its development trend provides foundation, simultaneously, by calculating differential settlement, thereby can in time take measures, guarantee the normal operation in tunnel. The present invention has for a long time Real-Time Monitoring, and operating cost is lower, Quantitative Monitoring sedimentation and deformation, characteristics simply and easily.
Claims (2)
1. the monitoring device of a uneven settlement of earth slit formation tunnel, it is characterized in that, comprise a plurality of horizontally disposed rigid pipe B (3), adjacent two rigid pipe B (3) are connected by flexible steel in flat section tubing (2), form a long tube, the two ends of this long tube are connected with a rigid pipe A (1) who vertically is provided with respectively, the lower end of two rigid pipe A (1) is affixed with the two ends of long tube respectively, two rigid pipe A (1), the inside of a plurality of flexible steel in flat section tubing (2) and a plurality of rigid pipe B (3) communicates, be filled with mercury (4) in the pipe, the junction of rigid pipe A (1) and rigid pipe B (3), each rigid pipe B (3) is respectively arranged with hydrostatic sensor (5) with the junction of flexible steel in flat section tubing (2).
2. a method of utilizing the described monitoring device of claim 1 that tunnel subsidence is monitored is characterized in that, specifically carries out according to the following steps:
Step 1: choose reference point
The preparation monitoring device, this monitoring device comprises a plurality of horizontally disposed rigid pipe B (3), adjacent two rigid pipe B (3) are connected by flexible steel in flat section tubing (2), form a long tube, the two ends of this long tube are connected with a rigid pipe A (1) who vertically is provided with respectively, the lower end of two rigid pipe A (1) is affixed with the two ends of long tube respectively, two rigid pipe A (1), the inside of a plurality of flexible steel in flat section tubing (2) and a plurality of rigid pipe B (3) communicates, be filled with mercury (4) in the pipe, the junction of rigid pipe A (1) and rigid pipe B (3), each rigid pipe B (3) is respectively arranged with hydrostatic sensor (5) with the junction of flexible steel in flat section tubing (2);
Adopt the above-mentioned monitoring device of two covers, this two covering device is individually fixed in the both sides of the tunnel inwall that needs the monitoring sedimentation, it is along the axial laying in tunnel, after the prospecting, select the metastable end in stratum, two ends, tunnel as reference point, the initial value pressure value P of each hydrostatic sensor (5) in the record monitoring device
0
Step 2: after sedimentation takes place in the stratum, the pressure value P of this point that record each hydrostatic sensor this moment (5) shows
1
Step 3: calculate the discrepancy in elevation between sedimentation fore-and-aft survey point and the reference point
If reference point is C, survey mark is D, presses following formula:
Δh
CD0＝(P
C0-P
D0)/ρg
Calculate the discrepancy in elevation Δ h of 2 of sedimentation preceding C, D
CD0, in the formula, P
C0, P
D0Be respectively the initial pressure value of C, the D of step 1 record at 2, ρ is the density of mercury, and g is an acceleration of gravity.
Again according to following formula:
Δh
CD1＝(P
C1-P
D1)/ρg
Calculate the discrepancy in elevation Δ h of 2 of C, D after the sedimentation
CD1, in the formula, P
C1, P
D1Be respectively the force value of reference point C and survey mark D after the sedimentation of step 2 record, ρ is the density of mercury, and g is an acceleration of gravity;
Step 4: the settling amount S that calculates survey mark
The sedimentation fore-and-aft survey point D that calculates according to step 3 is calculated as follows the settling amount S of survey mark D with respect to the discrepancy in elevation of reference point C
D1:
S
D1＝Δh
CD1-Δh
CD0
In the formula, Δ h
CD0, Δ h
CD1Be respectively tunnel subsidence fore-and-aft survey point D that step 3 calculates the discrepancy in elevation with respect to reference point C;
According to said method, calculate the settling amount S of tunnel subsidence fore-and-aft survey point E with respect to reference point C
E1
Then, calculate the differential settlement Δ h before and after the sedimentation between two survey mark E, the D according to following formula
ED:
Δh
ED＝S
E1-S
D1
In the formula, S
E1, S
D1Be respectively survey mark E that step 4 calculates and the settling amount of D;
Step 5: the settling amount that step 4 is calculated, as the basic data of the long term monitoring of the vertical and horizontal sedimentation of tunnel deformation joint liner structure, preserved,
Differential settlement according to step 4 calculates in time takes effective measures, and guarantees the normal operation in tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008102317716A CN101435208B (en) | 2008-10-16 | 2008-10-16 | Device and method for monitoring uneven settlement of earth slit formation tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008102317716A CN101435208B (en) | 2008-10-16 | 2008-10-16 | Device and method for monitoring uneven settlement of earth slit formation tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101435208A CN101435208A (en) | 2009-05-20 |
| CN101435208B true CN101435208B (en) | 2010-06-09 |
Family
ID=40709830
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2008102317716A Expired - Fee Related CN101435208B (en) | 2008-10-16 | 2008-10-16 | Device and method for monitoring uneven settlement of earth slit formation tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101435208B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102926368B (en) * | 2012-10-31 | 2015-06-24 | 西安理工大学 | Device and method for monitoring differential settlement of roadbed of road |
| CN104297447B (en) * | 2013-11-14 | 2017-05-31 | 长安大学 | The physical simulating method that a kind of surface subsidence influences on subway tunnel |
| CN104483700B (en) * | 2014-12-05 | 2017-11-03 | 招商局重庆交通科研设计院有限公司 | Formation fracture is monitored and early warning system and method |
| CN108592870B (en) * | 2018-04-19 | 2020-09-22 | 中铁六局集团有限公司 | Real-time monitoring system for surface settlement and uplift and construction method thereof |
| CN113689685B (en) * | 2021-07-16 | 2022-09-27 | 山西工程技术学院 | Highway tunnel deformation condition monitoring and early warning system and method |
| CN114705160B (en) * | 2022-04-10 | 2023-10-03 | 同济大学 | Tunnel longitudinal deformation monitoring system based on flexible sensing device, installation method and sedimentation algorithm |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2522851Y (en) * | 2001-10-12 | 2002-11-27 | 水利部交通部电力工业部南京水利科学研究院 | Two-water-tube type settlement meter |
| CN2844841Y (en) * | 2005-09-02 | 2006-12-06 | 上海市政工程设计研究院 | Sedimentation instrument |
-
2008
- 2008-10-16 CN CN2008102317716A patent/CN101435208B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2522851Y (en) * | 2001-10-12 | 2002-11-27 | 水利部交通部电力工业部南京水利科学研究院 | Two-water-tube type settlement meter |
| CN2844841Y (en) * | 2005-09-02 | 2006-12-06 | 上海市政工程设计研究院 | Sedimentation instrument |
Non-Patent Citations (2)
| Title |
|---|
| JP特开2002-340549A 2002.11.27 |
| JP特开平11-51648A 1999.02.26 |
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Inventor after: Zhao Duijia Inventor after: Liu Shaowen Inventor after: Hao Weiguo Inventor after: Su Peiren Inventor after: Wang Hui Inventor after: Wang Hongying Inventor before: Shao Shengjun Inventor before: Liang Yongheng Inventor before: Deng Guohua Inventor before: Zheng Wankun Inventor before: Wang Chao Inventor before: Niu Hongtao |
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