CN205388489U - Stability monitoring system at bottom of loess tunnel tunnel - Google Patents
Stability monitoring system at bottom of loess tunnel tunnel Download PDFInfo
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- CN205388489U CN205388489U CN201620218438.1U CN201620218438U CN205388489U CN 205388489 U CN205388489 U CN 205388489U CN 201620218438 U CN201620218438 U CN 201620218438U CN 205388489 U CN205388489 U CN 205388489U
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- monitoring subsystem
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- moisture content
- pile
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Abstract
The utility model discloses a stability monitoring system at bottom of loess tunnel tunnel, including data acquisition computer, set up at the basement between basement and the inverted arch and inverted arch contact force monitoring subsystem, set up pile body stress monitoring subsystem on spouting a pile body soon, set up at soil body pore water pressure and moisture content monitoring subsystem between adjacent two stakes of spouting soon between stake and set up and monitor subsystems at adjacent two substrate deformation that spout soon between stake, soil body pore water pressure and moisture content monitoring subsystem and substrate deformation monitoring subsystem link to each other with data acquisition computer respectively between basement and inverted arch contact force monitoring subsystem, pile body stress monitoring subsystem, stake. The utility model provides a stability monitoring system at bottom of loess tunnel tunnel fills the not enough of current standard, has effectively solved the not controlled problem of stability at the bottom of the loess tunnel tunnel.
Description
Technical field:
This utility model belongs to Tunnel Engineering technical field, is specifically related to Stability Monitoring System at the bottom of a kind of loess tunnel tunnel.
Background technology:
Along with the enforcement of strategy to develop western regions decision-making, the tunnel passing through Canal in Loess Area gets more and more.During Tunnel Passing Collapsible Loess District, due to the special mechanical property such as water sensitivity of collapsible loess, the generally more difficult force request meeting structure of base bearing capacity, the tunnel after building up often produces bigger substrate deformation.Substrate deformation is except compression, and bigger deformation is Collapsing Deformation.If not to bottom stab ilization, along with surrounding aqueous environment changes, made tunnel basis that bigger Collapsing Deformation occurs, and cause the comparatively serious diseases such as liner structure ring, longitudinal cracking, directly threaten the operation security in tunnel within the tunnel use phase.Along with the raising of the development of high-speed railway and PDL Construction and road quality classification, for ensureing the smooth degree in tunnel and long-term operation security, it is necessary to carrying out rotary churning pile composite foundation stabilization at the bottom of loess tunnel tunnel.
But at present the process at the bottom of loess tunnel tunnel is processed with " Code for design of building " (GB50007-2002) regulation referring generally to " Code for building construction in collapsible loess zone " (GB50025-2004) (hereinafter referred to as " loess specification "), namely think and between tunnel inverted arch substrate and common ground, be substantially free of difference, but it is significantly different to find that the two has by inquiry.
Additionally, settlement-sensitive is also not quite similar by earth's surface building by settlement request and tunnel support structure on loess foundation.In " Code for building construction in collapsible loess zone " (GB50025-2004) with " Code for design of building " (GB50007-2002) specification, the sedimentation that earth's surface is built is according to the important level of building, providing the feasible value of settlement after construction and the Con trolling index of relative settlement, the determination for allowable bearing capacity of foundation soil is laid a good foundation.But, at present tunnel lining structure settlement being controlled for standard, the research of this respect is almost blank.In " vcehicular tunnel design specification " (JTGD70-2004) with " vcehicular tunnel design details " (JTG/TD70-2010), although the foundation bearing capacity defining open cut tunnel basis must meet requirement, but this part-structure does not clearly state for the requirement of foundation settlement deformation, make to judge whether to be at the bottom of tunnel tunnel safe and stable slave mode in engineering construction, bought bigger potential safety hazard to tunnel tunnel bottom application work.
Utility model content:
For the deficiency that prior art exists, the purpose of this utility model is to provide Stability Monitoring System at the bottom of a kind of loess tunnel tunnel, thus filling up the deficiency of existing specification, efficiently solves the problem that stability at the bottom of loess tunnel tunnel is uncontrolled.
For achieving the above object, this utility model adopts the following technical scheme that and realizes:
Stability Monitoring System at the bottom of a kind of loess tunnel tunnel, including data acquisition computer, the substrate that is arranged between substrate with inverted arch and inverted arch contact pressure monitoring subsystem, the pile body stress monitoring subsystem being arranged on rotary churning pile pile body, the inter-pile soil body pore water pressure being arranged between adjacent two rotary churning pile stakes and moisture content monitoring subsystem and be arranged on the substrate deformation monitoring subsystem between adjacent two rotary churning pile stakes；Wherein, described substrate is connected with data acquisition computer respectively with inverted arch contact pressure monitoring subsystem, pile body stress monitoring subsystem, inter-pile soil body pore water pressure and moisture content monitoring subsystem and substrate deformation monitoring subsystem.
This utility model is further improved by: described substrate and inverted arch contact pressure monitoring subsystem include vibrating wire cell and the first vibratory string frequency recorder；Described vibrating wire cell accesses data acquisition computer by the first vibratory string frequency recorder；Described vibrating wire cell is one or more.
This utility model is further improved by: described pile body stress monitoring subsystem includes type vibration wire concrete strain gauge and the second vibratory string frequency recorder；Described type vibration wire concrete strain gauge accesses data acquisition computer by the second vibratory string frequency recorder.
This utility model is further improved by: described type vibration wire concrete strain gauge is one or more.
This utility model is further improved by: described inter-pile soil body pore water pressure and moisture content monitoring subsystem include pore pressure gauge and moisture content probe；Described pore pressure gauge and moisture content probe are respectively connected to data acquisition computer；Described pore pressure gauge and moisture content probe are crisscross arranged between the stake of adjacent two rotary churning piles；Described pore pressure gauge and moisture content probe are all one or more.
This utility model is further improved by: described substrate deformation monitoring subsystem includes sedimentometer and surveys chi probe；Described sedimentometer accesses data acquisition computer by surveying chi probe.
Relative to prior art, excellent beneficial effect of the present utility model is as follows:
This utility model is by substrate and inverted arch contact pressure, pile body stress, inter-pile soil body pore water pressure and moisture content, the monitoring of substrate deformation and analysis, stress and the deformation of substrate can well be grasped, infallible foundation is provided for substrate stability distinguishing, also for formulating the data information that substrate emergence treatment scheme provides strong, thus filling up the deficiency of existing specification, avoid the situation that stability at the bottom of loess tunnel tunnel is uncontrolled, it is in safety for substrate during guaranteeing loess tunnel tunnel bottom application work and operation, stablize slave mode and provide strong analysis foundation.
Accompanying drawing illustrates:
Fig. 1 is the use state reference schematic diagram of Stability Monitoring System at the bottom of loess tunnel tunnel provided by the utility model；
In figure: 1-moisture content is popped one's head in；2-type vibration wire concrete strain gauge；3-vibrating wire cell；4-pore pressure gauge；5-rotary churning pile；6-sedimentometer.
Detailed description of the invention:
Below in conjunction with accompanying drawing, this utility model is made further instructions.
Referring to Fig. 1, this utility model provides Stability Monitoring System at the bottom of a kind of loess tunnel tunnel, including data acquisition computer, the substrate that is arranged between substrate with inverted arch and inverted arch contact pressure monitoring subsystem, the pile body stress monitoring subsystem being arranged on rotary churning pile 5 pile body, the inter-pile soil body pore water pressure being arranged between adjacent two rotary churning piles 5 and moisture content monitoring subsystem and be arranged on the substrate deformation monitoring subsystem between adjacent two rotary churning piles 5；Substrate is connected with data acquisition computer respectively with inverted arch contact pressure monitoring subsystem, pile body stress monitoring subsystem, inter-pile soil body pore water pressure and moisture content monitoring subsystem and substrate deformation monitoring subsystem.
Substrate and inverted arch contact pressure monitoring subsystem include vibrating wire cell 3 and the first vibratory string frequency recorder；Vibrating wire cell 3 accesses data acquisition computer by the first vibratory string frequency recorder；Vibrating wire cell 3 is one or more.
Pile body stress monitoring subsystem type vibration wire concrete strain gauge 2 and the second vibratory string frequency recorder；Type vibration wire concrete strain gauge 2 accesses data acquisition computer by the second vibratory string frequency recorder；Type vibration wire concrete strain gauge 2 is one or more.
Inter-pile soil body pore water pressure and moisture content monitoring subsystem include pore pressure gauge 4 and moisture content probe 1；Pore pressure gauge 4 and moisture content probe 1 are respectively connected to data acquisition computer；Pore pressure gauge 4 and moisture content probe 1 are crisscross arranged between the stake of adjacent two rotary churning piles 5；Pore pressure gauge 4 and moisture content probe 1 are all one or more.
Substrate deformation monitoring subsystem includes sedimentometer 6 and surveys chi probe；Sedimentometer 6 accesses data acquisition computer by surveying chi probe.
Arrange vibrating wire cell on Base with Sand Gravel Cushion surface, at the bottom of monitoring grit bed course and inverted arch, the test of contact pressure, is used for analyzing whether substrate foundation bearing capacity exceedes design load.
The type vibration wire concrete strain gauge for monitoring pile body stress is arranged, by analyzing pile body stressing conditions, it may be judged whether reach the yield strength of material at pile body.
Pore pressure gauge and water cut test probe is arranged at substrate inter-pile soil body, the pore water pressure of the monitoring substrate soil body and moisture content, for analyzing the pore water pressure distribution situation after soaking at the bottom of tunnel tunnel, and subsoil water immersion affect distribution, when pore water pressure and or when moisture content exceedes certain limit, send alarm signal by scene warning system module of soaking.
Arrange the sedimentometer for monitoring foundation deformation at inter-pile soil body, process front and back soil deformation size by analyzing bottom stab ilization, it is judged that foundation stabilization effect, and analyze whether substrate deformation exceedes feasible value.
By the data that data above acquisition scheme collects, m-contact pressure during formation, time m-pile concrete stress, time m-pore water pressure, time m-moisture content curve chart, time m-sedimentation value curve chart, by above curve chart, it is judged that the stability of substrate.
Rotary churning pile is got out of a predicament or an embarrassing situation before inverted arch excavates apply at tunnel and Double side wall drift, middle base tunnel.After Investigation of Cement Powder Spray pile driving construction terminates, making Base with Sand Gravel Cushion thereon.Pile body arranges three groups of sedimentometers at inter-pile soil body after shaping, often 4 measuring points of group, in data cable line traction to data acquisition device.Staggering with sedimentometer, arrange three groups of pore pressure gauges and water cut test probe at inter-pile soil body, centered by tunnel inverted arch, a measuring point is respectively laid in left and right, and measuring point hole site depth is 6 meters, and position, every hole buries 2 pore pressure probe underground, respectively 2 meters deep with 4 metre hole；Water cut test pop one's head in, respectively 0 meter with 6 metre hole deep.In data cable line traction to data acquisition device.Inverted arch is excavated to pile body top, clears up and flatten a top surface, at least includes 7 measuring points, and type vibration wire concrete strain gauge is arranged in centrage and left and right sides stake top surface thereof, in data cable line traction to data acquisition device.Pushing up making Base with Sand Gravel Cushion above in stake, arrange at least 7 measuring points after leveling compacting, vibrating wire cell is arranged in centrage and Base with Sand Gravel Cushion surface, the left and right sides thereof, in data cable line traction to data acquisition device.What measure the sensor that is respectively arranged as with vibratory string frequency recorder finishes apprenticeship frequency；With the initial reading relative to fixed point surveying ruler measurement measuring point.Measure frequency according to table 1 to measure later.
Table 1 respectively measures project and measures frequency
The frequency values that each sensor measures is multiplied by calibration coefficient, converts pressure or stress value accordingly to.Rectangular coordinate is drawn the curve chart of time and contact pressure, time and the curve chart of pile concrete stress diagrams, time and pore water pressure, analyzes substrate stressing conditions.
In like manner draw the curve chart of time and moisture content, the sedimentation value of substrate measuring point is drawn on rectangular coordinate the curve chart of time and sedimentation value simultaneously, analyze the deformation of substrate.
Experiment proves, this utility model is by substrate and inverted arch contact pressure, pile body stress, inter-pile soil body pore water pressure and moisture content, the monitoring of substrate deformation and analysis, stress and the deformation of substrate can well be grasped, infallible foundation is provided, also for formulating the data information that substrate emergence treatment scheme provides strong for substrate stability distinguishing.
Claims (6)
1. Stability Monitoring System at the bottom of a loess tunnel tunnel, it is characterized in that, including data acquisition computer, the substrate that is arranged between substrate with inverted arch and inverted arch contact pressure monitoring subsystem, the pile body stress monitoring subsystem being arranged on rotary churning pile pile body, the inter-pile soil body pore water pressure being arranged between adjacent two rotary churning pile stakes and moisture content monitoring subsystem and be arranged on the substrate deformation monitoring subsystem between adjacent two rotary churning pile stakes；Wherein, described substrate is connected with data acquisition computer respectively with inverted arch contact pressure monitoring subsystem, pile body stress monitoring subsystem, inter-pile soil body pore water pressure and moisture content monitoring subsystem and substrate deformation monitoring subsystem.
2. Stability Monitoring System at the bottom of loess tunnel tunnel according to claim 1, it is characterised in that: described substrate and inverted arch contact pressure monitoring subsystem include vibrating wire cell and the first vibratory string frequency recorder；Described vibrating wire cell accesses data acquisition computer by the first vibratory string frequency recorder；Described vibrating wire cell is one or more.
3. Stability Monitoring System at the bottom of loess tunnel tunnel according to claim 1, it is characterised in that: described pile body stress monitoring subsystem includes type vibration wire concrete strain gauge and the second vibratory string frequency recorder；Described type vibration wire concrete strain gauge accesses data acquisition computer by the second vibratory string frequency recorder.
4. Stability Monitoring System at the bottom of loess tunnel tunnel according to claim 3, it is characterised in that: described type vibration wire concrete strain gauge is one or more.
5. Stability Monitoring System at the bottom of loess tunnel tunnel according to claim 1, it is characterised in that: described inter-pile soil body pore water pressure and moisture content monitoring subsystem include pore pressure gauge and moisture content probe；Described pore pressure gauge and moisture content probe are respectively connected to data acquisition computer；Described pore pressure gauge and moisture content probe are crisscross arranged between the stake of adjacent two rotary churning piles；Described pore pressure gauge and moisture content probe are all one or more.
6. Stability Monitoring System at the bottom of loess tunnel tunnel according to claim 1, it is characterised in that: described substrate deformation monitoring subsystem includes sedimentometer and surveys chi probe；Described sedimentometer accesses data acquisition computer by surveying chi probe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620218438.1U CN205388489U (en) | 2016-03-21 | 2016-03-21 | Stability monitoring system at bottom of loess tunnel tunnel |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620218438.1U CN205388489U (en) | 2016-03-21 | 2016-03-21 | Stability monitoring system at bottom of loess tunnel tunnel |
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| CN205388489U true CN205388489U (en) | 2016-07-20 |
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| CN201620218438.1U Expired - Fee Related CN205388489U (en) | 2016-03-21 | 2016-03-21 | Stability monitoring system at bottom of loess tunnel tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110017144A (en) * | 2019-04-04 | 2019-07-16 | 甘肃省交通规划勘察设计院股份有限公司 | A kind of three step construction method of loess tunnel considering bottom stab ilization processing |
-
2016
- 2016-03-21 CN CN201620218438.1U patent/CN205388489U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110017144A (en) * | 2019-04-04 | 2019-07-16 | 甘肃省交通规划勘察设计院股份有限公司 | A kind of three step construction method of loess tunnel considering bottom stab ilization processing |
| CN110017144B (en) * | 2019-04-04 | 2020-12-04 | 甘肃省交通规划勘察设计院股份有限公司 | Loess tunnel three-step construction method considering substrate reinforcement treatment |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160720 Termination date: 20170321 |
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| CF01 | Termination of patent right due to non-payment of annual fee |