CN105971615A - Dynamic feedback adjusting shield tunneling earth pressure balance control method - Google Patents
Dynamic feedback adjusting shield tunneling earth pressure balance control method Download PDFInfo
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- CN105971615A CN105971615A CN201610297051.4A CN201610297051A CN105971615A CN 105971615 A CN105971615 A CN 105971615A CN 201610297051 A CN201610297051 A CN 201610297051A CN 105971615 A CN105971615 A CN 105971615A
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Abstract
The invention discloses a dynamic feedback adjusting shield tunneling earth pressure balance control method. In earth pressure balance shield tunneling construction, the water and earth pressure of an excavated formation is determined at first and is taken as a reference value of earth bin pressure after being corrected; afterwards, in the shield tunneling test pushing process, ground surface settlement is detected in real time, and data obtained through monitoring is subjected to ground surface settlement analysis; and analysis results are transmitted to a shield tunneling control system, and the earth pressure balance of the excavated face is achieved by judging and adjusting the earth bin pressure. According to the method, formation deformation caused when shield tunneling penetrating downwards through important buildings such as existing railways and building compact districts is effectively controlled, and the influence of shield tunneling construction to the ground surface is reduced.
Description
Technical field
The invention belongs to Geotechnical Engineering field, relate to the method that dynamical feedback regulation shield earth pressure balance controls
Background technology
In recent years, Urbanization in China develops rapidly, and for alleviating traffic above-ground pressure, city underground is built on a large scale.Shield
Structure method is as building a kind of construction method in tunnel, and other construction method relatively has obvious superiority, therefore by extensively
It is applied in urban subway tunnel engineering.
In shield construction the most conventional with earth pressure balanced shield, EPBS method, its principle is with the cutterhead rotary cutting excavation face soil body,
Quarrel soil cut, broken on cutterhead, the opening on cutterhead enters airtight Tu Cang, utilizes end to stretch into Tu Cang bottom
Conveying worm casting；By controlling conveying worm rotating speed or shield driving speed, reach soil pressure and excavation face ground in soil storehouse
Layer soil pressure dynamic equilibrium so that excavation face keeps stable.Owing to the pressure in excavation face can not the most directly record, one
As according to geological condition, support pressure is preset the theoretical value that numerical value is earth pressure at rest+20kpa, adjust in this, as standard
Joint support pressure.This method is the method for experience, with actual formation soil pressure often sets support pressure in engineering practice
There are differences, cause surrounding formation displacement and cause ground settlement or protuberance, this when requiring high for some ground settlements is
Unallowed.Therefore, the method that need to set up a set of dynamic adjustment support pressure value, to guarantee the dynamic of in work progress excavation face
State balances.
Summary of the invention
For the stratum deformation produced when effectively controlling to wear under shield the important building such as existing railway, building dense district, the present invention
Purpose be to provide a kind of support pressure and preset the method that deformation monitoring dynamical feedback regulation shield earth pressure balance in associating stratum controls.
To achieve these goals, the technical solution used in the present invention is as follows:
A kind of support pressure presets the method that associating stratum deformation monitoring dynamical feedback regulation shield earth pressure balance controls, including following
Step: first determine excavation formation water soil pressure, and as the preset value of support pressure after being modified.Try in shield subsequently
During pushing away, monitoring ground settlement in real time, the data obtaining monitoring carry out Analysis on ground settlement, analysis are tied simultaneously
Fruit transmission is to shield control system, by judging and adjusting support pressure so that excavation face earth pressure balance.
Described Water And Earth Pressures refers to according to present position, tunnel, buried depth situation and environmental aspect calculated level side, periphery earth's surface soil pressure
Power；According to stratum residing for tunnel and Construction State, determine stratum water pressure.
Described being modified is according to different construction environments, execution conditions and construction experience, it is considered to 0.01Mpa～20Mpa pressure
Value revises construction soil pressure as adjusted value.
Described preset value refers to be determined, i.e. by the horizontal side soil pressure determined, formation water pressure and construction soil pressure adjusted value
σPreset value=σLevel surveys soil pressure+σFormation water pressure+σAdjusted value
The examination of described shield pushes through journey and refers to according to different construction formation conditions and surface structures situation, after determining shield starting
The examination of 80～100m pushes away length, adjusts support pressure according to earth's surface settlement monitoring data excavation face soil pressure is put down in examination pushes away length
Weighing apparatus.
Described ground settlement is monitored in real time refer to shield tunneling while, above tunnel axis in the certain limit of earth's surface,
Set up monitoring instrument according to on-the-spot physical condition and arrange monitoring site, being measured the elevation on ground by monitoring instrument, will be surveyed
Ground elevation and original ground elevation are made difference and as the settling amount on earth's surface or uplift capacity and are recorded in instrument or computer.
Further, described monitoring instrument is level gauge or electronic level.
Described Analysis on ground settlement refers to the song utilizing record surface subsidence monitoring data in instrument or computer to carry out ground settlement
Line matching, obtains ground settlement curve.
The described position relationship being referred to by judgement contrast earth's surface subsidence curve and be settled between the horizontal line at zero, according to curve
Variation tendency decide whether adjust support pressure.
If described adjustment support pressure is according to parallel with the horizontal line being settled at zero for ground settlement curve, then keep current soil
Storehouse pressure；If ground settlement curve tends to declining, i.e. earth's surface tends to sedimentation, then increase support pressure；If ground settlement curve becomes
In rising, i.e. earth's surface tends to protuberance, then reduce support pressure.
Further, described adjustment support pressure refers to increase soil by increase fltting speed and reduction conveying worm casting speed
Storehouse pressure, reduces support pressure by reducing fltting speed and increase conveying worm casting speed.
Owing to using technique scheme, the present invention has the following advantages and beneficial effect:
(1) method of the present invention can be according to tunnel situation, edpth of tunnel, strata condition and condition of construction etc. by Theoretical Calculation pair
Shield support pressure value is preset, it is thus achieved that the value more close with practice of construction excavation face Water And Earth Pressures.
(2) present invention proposes the method controlling shield support pressure by surface subsidence monitoring, according to ground settlement or protuberance
The data matched curve of amount, it is judged that the trend of stratum deformation, thus adjust support pressure.
(3) present invention proposes the main construction parameter of adjustment support pressure is fltting speed and conveying worm casting speed.
(4) shield support pressure can be adjusted by the method for the present invention in real time.
(5) the invention provides one and effectively control generation when wearing the important building such as existing railway, building dense district under shield
The method of stratum deformation.
Accompanying drawing explanation
Fig. 1 is the method that support pressure of the present invention presets that associating stratum deformation monitoring dynamical feedback regulation shield earth pressure balance controls
Schematic flow sheet.
Fig. 2 is to wear building intensive location pushing section ground settlement curve synoptic diagram under shield-tunneling construction.
Fig. 3 is shield-tunneling construction undercrossing tunnel roadbed pushing section ground settlement curve synoptic diagram.
Detailed description of the invention
Below in conjunction with accompanying drawing illustrated embodiment, the present invention is further illustrated.
The present invention is directed to stratum deformation in existing engineering practice and control the best problem, establish support pressure and preset the change of associating stratum
The method that shape monitoring dynamical feedback regulation shield earth pressure balance controls, effectively controls to there is excessive the asking of stratum deformation in construction at present
Topic.
As it is shown in figure 1, a kind of support pressure presets the side that associating stratum deformation monitoring dynamical feedback regulation shield earth pressure balance controls
The schematic flow sheet of method, the method comprises the following steps: in earth pressure balanced shield, EPBS is constructed, it is first determined excavation formation water soil pressure
Power, and as the preset value of support pressure after being modified.Subsequently during shield examination pushes away, ground settlement is carried out in real time
Monitoring, the data obtaining monitoring carry out Analysis on ground settlement, transmit analysis result to shield control system, by sentencing simultaneously
Break and adjust support pressure so that excavation face earth pressure balance.
Wherein, support pressure preset value is determining according to present position, tunnel, buried depth situation and periphery earth's surface environmental aspect
Horizontal side soil pressure (i.e. considers that the soil layer property quality at place, present position, tunnel is to determine the size of lateral earth pressure coefficient；Consider
Buried depth size determines that the computational theories such as Tai Shaji, water and soil gross weight such as calculate tunnel overlying burden；Consider periphery earth's surface building and future
The relation that conditions each other between development architecture and tunnel) with the formation water pressure determined according to stratum residing for tunnel and Construction State (i.e.
Consider character such as moisture content, the infiltration coefficient etc. on stratum residing for tunnel, consider the working measure impacts on water pressure such as Dewatering)
On the basis of be modified (need certain deviation when the result that the most normally used theoretical calculation method obtains and practice of construction,
Consider that 0.01Mpa～20Mpa force value is revised as adjusted value according to different construction environments, execution conditions and construction experience to execute
Work soil pressure) obtain.
After support pressure preset value obtains, before shield examination pushes through journey and during shield tunneling, above tunnel axis
In the certain limit of earth's surface, set up monitoring facilities (described monitoring facilities is level gauge or electronic level) according to on-the-spot physical condition
And arrange monitoring site and determine the examination of 80～100m after shield starting according to different construction formation conditions and surface structures situation
Push away length.Shield carries out examination and pushes away construction subsequently, and examination measures the elevation on ground by monitoring instrument during pushing away, institute's geodetic face is high
Journey and original ground elevation are made difference and as the settling amount on earth's surface or uplift capacity and are recorded in instrument or computer, are transmitted by data
Detection data are reached data analysis system and carry out the curve matching of ground settlement by system, observe the variation tendency of earth's surface subsidence curve,
If ground settlement curve is parallel with the horizontal line being settled at zero, then keep current support pressure；If ground settlement curve tends to
Decline, i.e. earth's surface tends to sedimentation, then increase support pressure；If ground settlement curve tends to rising, i.e. earth's surface tends to protuberance, then
Reduce support pressure.The Water And Earth Pressures finally making shield tunneling face during constantly adjusting keeps balance, maximum limit as far as possible
Degree reduces the impact on earth's surface.Described adjustment support pressure refers to by increasing fltting speed and reduction conveying worm casting speed next
Increase support pressure, reduce support pressure by reducing fltting speed and increase conveying worm casting speed.
Embodiment 1
The intensive location of building is worn under certain shield-tunneling construction.The stratum predominantly completely decomposed passed in this section tunnel and remain soil layer ground
Layer, edpth of tunnel 20m-22m.
Step one: soil storehouse preset value determines
Shield is when this section of stratum construction, for guaranteeing surface buildings safety, and base area layer status, determine and account for constructing tunnel scope
A fairly large number of unfavorable stratum considers soil pressure.
(1) country rock considers to remain soil layer, and edpth of tunnel considers with security standpoint, and in tunnel longitudinal extent, unification takes 22m.
Further, the different value in 20 to 22m can be chosen for tunnel different section；
(2) coefficient of static earth pressure the most desirable 1/3～1/2, actual to take coefficient of static earth pressure k be 1/3.
Further, the different value in 1/3～1/2 can be chosen for rock property residing for tunnel；
The present embodiment country rock considers to remain soil layer, primarily determines that employing deep tunnel soil pressure distribution soil pressure, stratum horizontal pressure force
Result of calculation is: σHorizontal side soil pressure=0.049Mpa～0.074Mpa
(3) due to completely decomposed argillaceous siltstoue and the bad hydraulic permeability of remaining soil layer, the reduction coefficient stratum of f=0.1 is generally considered,
The present embodiment water pressure calculation result is: σFormation water soil pressure=0.02Mpa
(4) remain in soil layer consider 0.01～0.02MPa force value as adjusted value to revise construction soil pressure, it may be assumed that
σAdjusted value=0.01Mpa～0.02Mpa
(5) the support pressure preset value determined is: σSoil pressure preset value=0.079Mpa～0.1Mpa
Step 2: shield examination pushes away
(1) generally shield pushing section length can be taken as 80～100m, and the geological conditions of this construction section is poor and periphery surface buildings
More, therefore longer pushing section can not be considered, the present embodiment choose the pushing section (2) of a length of 80m examination push through Cheng Qian and
During examination pushes away, lay a monitoring point at interval of 10 meters, every 20 meters of layouts according to earth's surface above tunnel center line, shield machine position
One transverse section, transverse section arranges a monitoring point for symmetry every 3 meters with tunnel centrage.
(3) measuring instrument uses ordinary level, by the data record that records on minute book, often after 10～20 groups of data of record
Enter data into computer analysis system.
(4) simulate subsidence curve after computer analysis system receives measurement data, and Real-time Feedback is to the control in shield control room
On panel processed, shield controller adjusts support pressure according to subsidence curve variation tendency.
Using said method, the surface subsidence monitoring result of shield pushing section is as in figure 2 it is shown, can be seen that figure from monitoring result
1 position is that shield examination pushes away generation largest settlement-10.1mm, and in figure, 2 positions are the maximum uplift capacity occurred during examination pushes away
1.56mm, after examination pushes away 83m, ground settlement curve tends towards stability.According to field measurement data, under when wearing the intensive location of building,
Maximum settlement is-5.6mm, and maximum protuberance is 2.3mm, uses the present invention to adjust the support pressure of construction stage, efficiently controls
The ground settlement that construction brings, does not affects greatly above ground structure.
Embodiment 2
Certain shield-tunneling construction undercrossing tunnel roadbed, the master stratum that tunnel passes through in this position is middle weathered stratum and severely-weathered stratum,
Edpth of tunnel 15～20m.Difference from Example 1 is the safe operation for ensureing railway, and shield-tunneling construction is to ground settlement
Requiring higher, it is desirable to rail level sedimentation value must not exceed 10mm, maximum uplift capacity must not exceed+10mm.
Step one: soil storehouse preset value determines
Shield is when this section of stratum construction, and because of the sedimentation quantitative limitation requirement in the range of consideration undercrossing tunnel, support pressure controls should
More precision.
(1) country rock considers with severely-weathered stratum, and shield pushing section edpth of tunnel (is referred to as being united outside railway bed 200m scope
One section) along tunnel, longitudinally unification takes 20m；In in the range of railway bed 200m (referred to as random section), it is considered to edpth of tunnel
Change, takes different edpth of tunnels every 10m and calculates.
(2) coefficient of static earth pressure the most desirable 1/3～1/2, value mode is identical with edpth of tunnel, and unified section takes 2/5；This reality
Executing example country rock and consider to remain soil layer, use the soil pressure distribution soil pressure of deep tunnel, stratum horizontal pressure force result of calculation is:
σHorizontal side soil pressure=0.025Mpa～0.049Mpa
(4) in severely-weathered argillaceous siltstoue, the reduction coefficient of 0.05, the present embodiment when calculating formation water pressure, are generally considered
Water pressure calculation result is: σFormation water soil pressure=0.049Mpa
(5) remain in soil layer consider 0.01～0.02MPa force value as adjusted value to revise construction soil pressure, it may be assumed that
σAdjusted value=0.01Mpa～0.02Mpa
(6) the support pressure preset value determined is: σSoil pressure preset value=0.01Mpa～0.02Mpa
Step 2: shield examination pushes away
(1) generally shield pushing section length can be taken as 80～100m, and the present embodiment shield launching end distance railway bed is 352m,
Therefore choose the pushing section of a length of 100m.
(2) due to higher to settlement request, in examination pushes through Cheng Qian and examination pushes away, according to shield machine position above tunnel center line
Table at interval of 5 meters lay a monitoring point, every 10 meters arrange a transverse section, transverse section with tunnel centrage for symmetry every
Arrange a monitoring point for 3 meters.
(3) measuring instrument uses electronic level, and the data record recorded is connected with computer at instrument internal, instrument, in real time will
Data measured inputs to computer analysis system.
(4) simulate subsidence curve after computer analysis system receives measurement data, and Real-time Feedback is to the control in shield control room
On panel processed, shield controller adjusts support pressure according to subsidence curve variation tendency.
Using said method, the surface subsidence monitoring result of shield pushing section is as in figure 2 it is shown, can be seen that figure from monitoring result
1 position is that shield examination pushes away generation largest settlement-5.08mm, and in figure, 2 positions are the maximum uplift capacity occurred during examination pushes away
0.94mm, after examination pushes away 75m, ground settlement curve tends towards stability.According to field measurement data, during undercrossing tunnel roadbed section,
Being settled into greatly-4.4mm, maximum uplift capacity is 0.88mm, respectively less than control standard 10mm, uses the present invention to adjust the construction stage
Support pressure, efficiently controlled the ground settlement that brings of construction, railway bed section do not affected greatly.
The above-mentioned description to examples of implementation is to be understood that for the ease of those skilled in the art and apply the present invention.Ripe
These embodiments obviously easily can be made various amendment by the personnel knowing art technology, and General Principle described herein
It is applied in other embodiments without through performing creative labour.Therefore, the invention is not restricted to embodiment here, this area
Technical staff should be in the protection of the present invention according to the announcement of the present invention, the improvement made without departing from scope and amendment
Within the scope of.
Claims (10)
1. the method that a dynamical feedback regulation shield earth pressure balance controls, it is characterised in that: in earth pressure balanced shield, EPBS is constructed, it is first determined excavation formation water soil pressure, and as the preset value of support pressure after being modified；Subsequently during shield examination pushes away, monitoring ground settlement in real time, the data obtaining monitoring carry out Analysis on ground settlement；By analysis result transmission to shield control system, by judging and adjusting support pressure so that excavation face earth pressure balance.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterised in that: described Water And Earth Pressures refers to according to present position, tunnel, buried depth situation and periphery earth's surface environmental aspect calculated level lateral earth pressure；According to stratum residing for tunnel and Construction State, determine stratum water pressure.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterized in that: described in be modified being according to different construction environments, execution conditions and construction experience, it is considered to domain of walker be 0.01Mpa～20Mpa force value as adjusted value to revise construction soil pressure.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterised in that: described preset value is determined, i.e. by the horizontal side soil pressure determined, formation water pressure and construction soil pressure adjusted value
σPreset value=σLevel surveys soil pressure+σFormation water pressure+σAdjusted value。
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterized in that: the examination of described shield pushes through journey and refers to according to different construction formation conditions and surface structures situation, after determining shield starting, the examination of 80～100m pushes away length, adjusts support pressure according to earth's surface settlement monitoring data and make excavation face earth pressure balance in examination pushes away length.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterized in that: described ground settlement is monitored in real time refer to shield tunneling while, above tunnel axis in the certain limit of earth's surface, set up monitoring facilities according to on-the-spot physical condition and arrange monitoring site, measured the elevation on ground by monitoring instrument, surveyed ground elevation and original ground elevation are made difference and as the settling amount on earth's surface or uplift capacity and records in instrument or computer；Preferably, described monitoring facilities is level gauge or electronic level.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterized in that: described Analysis on ground settlement refers to the curve matching utilizing record surface subsidence monitoring data in instrument or computer to carry out ground settlement, obtains ground settlement curve.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterized in that: described judgement refers to the position relationship contrasting earth's surface subsidence curve and being settled between the horizontal line at zero, decide whether to adjust support pressure according to the variation tendency of curve.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterised in that: described adjustment support pressure is according to being: if ground settlement curve is parallel with the horizontal line being settled at zero, then keep current support pressure；If ground settlement curve tends to declining, i.e. earth's surface tends to sedimentation, then increase support pressure；If ground settlement curve tends to rising, i.e. earth's surface tends to protuberance, then reduce support pressure.
The method that dynamical feedback the most according to claim 1 regulation shield earth pressure balance controls, it is characterized in that: described adjustment support pressure refers to increase support pressure by increase fltting speed and reduction conveying worm casting speed, or reduces support pressure by reducing fltting speed and increase conveying worm casting speed.
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| CN107605499A (en) * | 2017-08-11 | 2018-01-19 | 中国铁建重工集团有限公司 | Development machine earth pressure balance method and screw machine control device |
| CN108468549A (en) * | 2018-03-11 | 2018-08-31 | 辽宁石油化工大学 | The optimization method and device of earth pressure balanced shield, EPBS |
| CN108590669A (en) * | 2018-04-27 | 2018-09-28 | 中铁十二局集团有限公司 | Light section abrupt slope hydraulic tunnel tunneling construction method |
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| CN107605499A (en) * | 2017-08-11 | 2018-01-19 | 中国铁建重工集团有限公司 | Development machine earth pressure balance method and screw machine control device |
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| CN108468549B (en) * | 2018-03-11 | 2019-08-23 | 辽宁石油化工大学 | The optimization method and device of earth pressure balanced shield, EPBS |
| CN110306994A (en) * | 2018-03-27 | 2019-10-08 | 中国铁建重工集团股份有限公司 | A kind of balancing earth-pressure shielding machine, a kind of balancing earth-pressure shielding machine control system and its control method |
| CN108590669A (en) * | 2018-04-27 | 2018-09-28 | 中铁十二局集团有限公司 | Light section abrupt slope hydraulic tunnel tunneling construction method |
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| CN109001038A (en) * | 2018-07-03 | 2018-12-14 | 上海隧道工程有限公司 | Section of jurisdiction load testing machine and method |
| CN109001038B (en) * | 2018-07-03 | 2020-09-15 | 上海隧道工程有限公司 | Segment loading test device and method |
| CN109025346A (en) * | 2018-07-13 | 2018-12-18 | 上海建工集团股份有限公司 | Reconstruction of existing building counterweight balances adaptive controller and method |
| CN109025346B (en) * | 2018-07-13 | 2020-03-13 | 上海建工集团股份有限公司 | Self-adaptive control device and method for counterweight balance in existing building reconstruction |
| CN109184705A (en) * | 2018-08-01 | 2019-01-11 | 南宁轨道交通集团有限责任公司 | A kind of method that shield tunnel complexity tunnels control stratum deformation under environment |
| CN109611156A (en) * | 2018-12-28 | 2019-04-12 | 中铁隧道集团三处有限公司 | A kind of monitoring method of overlapping tunnel information-aided construction |
| CN111414574A (en) * | 2020-03-17 | 2020-07-14 | 南京理工大学 | Method for rapidly calculating soil discharge amount of soil pressure balance shield machine |
| CN111414574B (en) * | 2020-03-17 | 2023-08-08 | 南京理工大学 | Method for rapidly calculating soil discharge amount of soil pressure balance shield machine |
| CN112324451A (en) * | 2020-11-02 | 2021-02-05 | 辽宁工程技术大学 | Earth surface settlement and pipeline deformation early warning system based on muck monitoring for earth pressure balance shield |
| CN113446022A (en) * | 2021-07-26 | 2021-09-28 | 中铁工程装备集团有限公司 | Shield tunneling control system and method |
| CN113446022B (en) * | 2021-07-26 | 2022-03-22 | 中铁工程装备集团有限公司 | Shield tunneling control system and method |
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Inventor after: Zhou Shunhua Inventor after: Liang Wenhao Inventor after: Ji Chang Inventor after: Zhou Yuliang Inventor after: Xiao Junhua Inventor after: Cheng Qian Inventor before: Ji Chang Inventor before: Zhou Shunhua Inventor before: Zhou Yuliang Inventor before: Xiao Junhua Inventor before: Cheng Qian |
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Application publication date: 20160928 |