CN104863602A - Advanced forecasting method of soil shield tunnel construction disasters - Google Patents
Advanced forecasting method of soil shield tunnel construction disasters Download PDFInfo
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- CN104863602A CN104863602A CN201510164473.XA CN201510164473A CN104863602A CN 104863602 A CN104863602 A CN 104863602A CN 201510164473 A CN201510164473 A CN 201510164473A CN 104863602 A CN104863602 A CN 104863602A
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Abstract
The invention discloses an advanced forecasting method of soil shield tunnel construction disasters. An advanced detecting device is arranged in front of a shield tunneling machine; lateral resistance, end resistance and porewater pressure of a soil layer can be detected by using an advanced probe to determine the property of the soil layer, then the soil layer property determining result is conveyed in a shield tunnel construction control center, a soil layer distribution and property three-dimensional model is formed, and a soil layer distribution and property prediction three-dimensional model corrected continuously within a larger range is automatically generated, so that the front soil body engineering property is judged, the construction scheme is corrected in time, safety measures are taken, the construction cost is reduced, the construction quality is ensured, and major safety accidents are avoided. Through the advanced forecasting method, the construction environment can be predicted, the construction scheme is optimized, safety measures are taken, the advanced forecasting method is safe and convenient, can be suitable for different properties of soil layers, and is economic and accurate in shield tunneling construction, and the material is saved.
Description
Technical field
The invention belongs to engineering construction technology field, particularly a kind of soil property shield tunnel construction disease advanced prediction method.
Background technology
Shield structure is a kind of totally enclosed tunnel machine (construction equipment that can support the pressure on stratum, can tunnel again in the earth formation), and lining segment provides counter-force, can tunnel continuously.While keep excavation face and surrounding soil to stablize, carry out tunnel piercing, be unearthed, and segment assembly formation lining cutting in shield tail, implement slip casting in time, do not build tunnel under disturbed soil condition as far as possible.Shield construction method has three large main points: stable, the shield structure of excavation face advance (shield attitude, direction, tunnel), lining cutting operation along design route high accuracy.Although shield structure has numerous advantages and many successful case histories, can only advance, can not retreat.Current method for tunnel construction can not carry out anticipation to the geological conditions of tunnel direct of travel, and once judge inaccurate to engineering specifications, likely occur cutting tool choice mistake, cutterhead in tunnel implosion disintegration, the accident such as the configuration of hobboing cutter quantity is not enough, tunnel axis transfinites, tunnel upward floating card shield shell.These accidents may produce catastrophic consequence.Therefore, research and develop a kind of disease advanced prediction method, the safe construction for shield structure is most important.
Before making the present invention, static sounding has exploration and test dual-use function, be widely used in the on-the-spot test of foundation soil body character, have quick, accurate, economical and save the advantages such as manpower, the prospecting on the complex site changed greatly for formation properties and highly sensitive bury stratum, has more the superiority of its uniqueness.After but static sounding obtains data, often need to take back indoor and carry out post processing, obtain clay distribution, the automatic decision of clay distribution can not be carried out at the scene.And in engineering, conventional static cone penetration equipment is not applied in shield-tunneling construction at present.
Summary of the invention
The object of the invention is to overcome above-mentioned defect, a kind of soil property shield tunnel construction disease advanced prediction method is provided, in shield structure process, the static sounding device of improvement can be utilized, detect mechanics parameter and the pore water pressure of soil layer, then result is transported to shield-tunneling construction control centre, form clay distribution and character threedimensional model, and automatically generate the clay distribution and character prediction threedimensional model constantly revised in larger scope, judged whether need revision constructure scheme or formulate new safety measure by professional and specialized procedure.Like this can anticipation engineering specifications, there is time enough, take rational constructure scheme and formulate new safety measure, ensure that construction safety normally carries out.
For solving the problems of the technologies described above, the technical solution used in the present invention is:
(1) make the advanced probe improved, probe arranges pore water pressure sensor and soil pressure sensor.
(2) will pop one's head in and to be connected with feeler lever, feeler lever is scalable, feeler lever length 30 ~ 50 meters.
(3) fix telescopic feeler lever at shield body anterior shield, fixed lead probe on feeler lever, make shield machine have the function of test foundation soil body character;
(4) early-stage preparations, shield machine is in place; In process in place, through the advanced probe that feeler inspection probe improves, be inserted into inside stratum by feeler lever level.
(5) driving is started, under propelling cylinder effect, shield machine advances, advanced probe sensor obtains the shield machine front soil layer information parameter (comprising collateral resistance, end resistance and pore water pressure) of distance shield machine 30 meters ~ 50 meters simultaneously, be transmitted back to shield-tunneling construction control centre to analyze, according to the position of probe in shield machine and the length of connecting rod, obtain clay distribution and character threedimensional model, and constantly revise according to the information newly obtained.
(6) if without new geological condition or without the need to revising constructure scheme or formulating new safety measure, driving is continued;
(7) if there is adverse geological condition, the driving speed slowing down shield machine even stops, and extends feeler lever, detection unfavorable geology district scope, and judges whether need revision constructure scheme or formulate new safety measure.
(8) if desired revise constructure scheme or formulate new safety measure, then revise constructure scheme or formulate new safety measure, continuing driving by new constructure scheme, and coordinate new safety measure, jumping to (5) and continue to perform.
(9) geologic setting database, adopts suitable section of jurisdiction or support form to instruct.
Advantage of the present invention and effect are:
(1) directly can carry out the automatic decision of clay distribution at the scene, and not need to take back indoor and carry out post processing, saving construction power consumption, having saved the duration.
(2) shield machine driving can obtain front soil layer property simultaneously in advance, can Optimizing Construction Scheme and improvement safety measure.
(3) only on shield machine, need need to install several advanced probe according to precision can use, repacking is convenient, rapid, dependable performance.
(4) software intelligentized control method and professional judge to combine, and can reduce manual working, avoid error in judgement possibility.
(5) feeler lever is scalable, makes investigative range elastification, can better be the service of soil property shield tunnel construction disease advanced prediction.
The present invention accurately facilitates, be applicable to soil layer of different nature, the soil property shield tunnel construction disease advanced prediction method of the economic precise and high efficiency of a kind of shield-tunneling construction.
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in detail.Protection scope of the present invention is not limited with detailed description of the invention, but is limited by claim.
Accompanying drawing explanation
Fig. 1 (a) to pop one's head in distribution front elevational schematic in advance for the present invention;
Fig. 1 (b) to pop one's head in distribution schematic side view in advance for the present invention;
Fig. 2 is operating diagram of the present invention.
Fig. 3 is static sounding probe partial enlarged drawing
In figure, feeler lever centered by 1,2 is surrounding feeler lever, 3 is advanced probe, and 4 is feeler lever fastening devices, and 5 is cutterhead, 6 is the fore-set of popping one's head in, and 7 is resistance strain gage, and 8 is sensor, 9 is sealing mat snare, 10 is transmission cable, 11 shield body anterior shields, and 12 is unfavorable geological condition district, 13 is hydrostatic pressure sensor, and 14 is base tunnel.
Detailed description of the invention
As shown in Fig. 1 (a), the end face of shield body anterior shield 11 installs cutterhead 5, and the center of cutterhead 5 is rotating shaft.The side of shield body anterior shield 11 arranges feeler lever fastening devices 4, and the tail end by surrounding feeler lever 2 is fixed in feeler lever fastening devices 4.By the center of the tail end of center feeler lever 1 through cutterhead 5, be fixed to shield body anterior shield 11 center; In said process, after installing center feeler lever 1 and surrounding feeler lever 2, cutterhead 5 still can freely rotate.
On feeler lever (center feeler lever 1 and around feeler lever 2) top, advanced probe 3 is installed.Now, lateral view is as Fig. 1 (b).
As shown in Figure 3, the head end of advanced probe 3 is that most advanced and sophisticated, tail end has axial centre bore (blind hole).The similar of center feeler lever 1 or around feeler lever 2, all has that run through its two ends, axial central through hole.Advanced probe 3 tail end is enclosed within the head end of center feeler lever 1 or surrounding feeler lever 2, and its junction is provided with sealing mat snare 9.Cable 10 penetrates in the centre bore of advanced probe 3 from the central through hole of center feeler lever 1 or around feeler lever 2, is connected with its inner senser element installed.In the central through hole of described center feeler lever 1 or around feeler lever 2, resistive force sensor 8 and resistance strain gage 7 are installed; The head end of fore-set 6 with pop one's head in advance 3 the bottom of centre bore is connected, tail end is connected with sensor 8.The side of described advanced probe has hole, installs hydrostatic pressure sensor 13 in hole.
In shield tunneling process, advanced probe 3 is subject to the resistance of soil layer, the resistive force sensor 8 in probe is made to produce strain, be subject to pore water pressure, the pressure sensor 13 of probe 3 is made to produce strain, the strain of sensor is transferred to the change that the different subregion of resistance strain gage 7 is converted to resistance, then the signal of telecommunication transfers to the analysis of shield-tunneling construction control centre by cable 10, according to five positions of probe 3 in shield machine and the length of feeler lever, obtain clay distribution and character threedimensional model, and constantly revise according to the information newly obtained.If continue driving without new geological condition; If there is adverse geological condition, the driving speed slowing down shield machine even stops, extend feeler lever, detection unfavorable geology district scope, and judge whether need revision constructure scheme or formulate new safety measure, if desired revise constructure scheme or formulate new safety measure, then revise constructure scheme or formulate new safety measure, continue driving by new constructure scheme, and coordinate new safety measure, continue driving.
Concrete implementation step is as follows:
1) in position arrange base tunnel 14, shield machine is in place.Require, now on shield machine shield body anterior shield 11, feeler lever fastening devices 4 to be installed, and to have ensured that feeler lever fastening devices does not affect the normal rotation of cutterhead 5; Around feeler lever 2 is fixed to feeler lever fastening devices 4, and center feeler lever 1, through cavity reserved on cutterhead 5, is fixed to shield body anterior shield 11 center.Ensure that feeler lever does not rotate with cutterhead 5.3 to be arranged on popping one's head in advance on feeler lever.Slow propelling shield body anterior shield 11, makes advanced probe 3 and part feeler lever submerge the soil body.As shown in Fig. 2 (a).
2) shield structure operation.By the normal operation of shield machine job requirements, advanced probe 3 is due to feeler lever existence, and leading cutterhead 530m, now feeler lever does not extend.Advanced probe 3 advances with shield body anterior shield 11.As shown in Fig. 2 (b).According to the data of collection, form clay distribution and character threedimensional model, and automatically generate clay distribution and the also constantly correction of character prediction threedimensional model in larger scope.As shown in Fig. 2 (b).
3) process in danger.If find ultra-soft soil, hole, the adverse geological conditions such as drift sand, as shown in Figure 2 c, the driving speed slowing down shield machine even stops, extend feeler lever, maximumly reach 50m, detection unfavorable geology district 12 scope, as shown in Fig. 2 (d), dotted line place is former feeler lever length, be embodied as feeler lever length after extending, form unfavorable geological condition district 12 to distribute and character threedimensional model, form clay distribution and character prediction threedimensional model in larger scope also constantly to revise, and judge whether need revision constructure scheme or formulate new safety measure, if desired revise constructure scheme or formulate new safety measure, then revise constructure scheme or formulate new safety measure, driving is continued by new constructure scheme, and coordinate new safety measure, jump to 2) continue operation.
Claims (1)
1. a soil property shield tunnel construction disease advanced prediction method, comprises following technical step:
(1) make the advanced probe improved, probe arranges pore water pressure sensor and soil pressure sensor;
(2) be connected with the head end of feeler lever by probe, feeler lever is scalable, feeler lever length 30 ~ 50 meters;
(3) fix the telescopic feeler lever described in some steps (2) at shield body anterior shield, fixed lead probe on feeler lever, make shield machine have the function of test foundation soil body character; The end face of described shield body anterior shield installs cutterhead, and several fixed blocks are welded in the side of described shield body anterior shield; The tail end of some described feeler levers is fixed on these fixed blocks;
(4) early-stage preparations, shield machine is in place; In process in place, through the advanced probe that feeler inspection probe improves, be inserted into inside stratum by feeler lever level;
(5) driving is started, under propelling cylinder effect, cutterhead rotates, shield machine advances, simultaneously advanced probe sensor records the informations parameter such as the shield machine front soil layer collateral resistance of distance shield machine 30 meters ~ 50 meters, end resistance and pore water pressure, and being transmitted back to shield-tunneling construction control centre analyzes, according to the position of probe in shield machine and the length of connecting rod, obtain clay distribution and character threedimensional model, and constantly revise according to the information newly obtained;
(6) if without new geological condition or without the need to revising constructure scheme or formulating new safety measure, driving is continued;
(7) if there is adverse geological condition, the driving speed slowing down shield machine even stops, and extends feeler lever, detection unfavorable geology district scope, and judges whether need revision constructure scheme or formulate new safety measure;
(8) if desired revise constructure scheme or formulate new safety measure, then revise constructure scheme or formulate new safety measure, continuing driving by new constructure scheme, and coordinate new safety measure, jumping to (5) and continue to perform;
(9) geologic setting database, adopts suitable section of jurisdiction or support form to instruct.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510164473.XA CN104863602B (en) | 2015-04-09 | 2015-04-09 | A kind of soil property shield tunnel construction disease advanced prediction method |
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| CN201510164473.XA CN104863602B (en) | 2015-04-09 | 2015-04-09 | A kind of soil property shield tunnel construction disease advanced prediction method |
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Cited By (9)
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| CN106761804A (en) * | 2016-11-30 | 2017-05-31 | 山东大学 | One kind is equipped on TBM advanced hydraulic pressure detection device and method in real time |
| CN106761790A (en) * | 2017-01-12 | 2017-05-31 | 中铁隧道集团有限公司 | A kind of open type TBM crosses tunneling boring carbonaceous slate driving and method for protecting support |
| CN109443284A (en) * | 2018-11-13 | 2019-03-08 | 中铁工程装备集团有限公司 | A kind of shield machine excavation gap measuring apparatus |
| CN111221033A (en) * | 2019-12-26 | 2020-06-02 | 中国科学院武汉岩土力学研究所 | Embedded TBM carries on slight shock monitoring devices |
| CN111577296A (en) * | 2020-05-21 | 2020-08-25 | 北京市轨道交通建设管理有限公司 | Device and method for detecting slurry leakage of shield tail of shield machine |
| CN112539065A (en) * | 2020-12-02 | 2021-03-23 | 广东电网有限责任公司佛山供电局 | Monitoring system and method for stability of pipe jacking excavation surface |
| CN113692476A (en) * | 2019-03-22 | 2021-11-23 | 超级隧道Ip有限公司 | Method and system for constructing underground tunnel |
| CN117214957A (en) * | 2023-05-31 | 2023-12-12 | 珠海市轨道交通有限公司 | Boulder detection device and method |
| CN117514217A (en) * | 2023-11-07 | 2024-02-06 | 深圳大学 | Shield tunneling machine tube bundle cutter head, shield tunneling machine and construction method of shield tunneling machine |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106761804A (en) * | 2016-11-30 | 2017-05-31 | 山东大学 | One kind is equipped on TBM advanced hydraulic pressure detection device and method in real time |
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| CN106761790A (en) * | 2017-01-12 | 2017-05-31 | 中铁隧道集团有限公司 | A kind of open type TBM crosses tunneling boring carbonaceous slate driving and method for protecting support |
| CN106761790B (en) * | 2017-01-12 | 2019-04-26 | 中铁隧道局集团有限公司 | A kind of open type TBM crosses tunneling boring carbonaceous slate driving and method for protecting support |
| CN109443284A (en) * | 2018-11-13 | 2019-03-08 | 中铁工程装备集团有限公司 | A kind of shield machine excavation gap measuring apparatus |
| CN113692476A (en) * | 2019-03-22 | 2021-11-23 | 超级隧道Ip有限公司 | Method and system for constructing underground tunnel |
| CN111221033A (en) * | 2019-12-26 | 2020-06-02 | 中国科学院武汉岩土力学研究所 | Embedded TBM carries on slight shock monitoring devices |
| CN111221033B (en) * | 2019-12-26 | 2021-01-29 | 中国科学院武汉岩土力学研究所 | Embedded TBM carries on slight shock monitoring devices |
| CN111577296A (en) * | 2020-05-21 | 2020-08-25 | 北京市轨道交通建设管理有限公司 | Device and method for detecting slurry leakage of shield tail of shield machine |
| CN112539065A (en) * | 2020-12-02 | 2021-03-23 | 广东电网有限责任公司佛山供电局 | Monitoring system and method for stability of pipe jacking excavation surface |
| CN117214957A (en) * | 2023-05-31 | 2023-12-12 | 珠海市轨道交通有限公司 | Boulder detection device and method |
| CN117514217A (en) * | 2023-11-07 | 2024-02-06 | 深圳大学 | Shield tunneling machine tube bundle cutter head, shield tunneling machine and construction method of shield tunneling machine |
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| CN104863602B (en) | 2018-08-10 |
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