CN103244134A - Anti-floating ballasting method for shield tunnel under negative earthing condition - Google Patents
Anti-floating ballasting method for shield tunnel under negative earthing condition Download PDFInfo
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- CN103244134A CN103244134A CN2013101507841A CN201310150784A CN103244134A CN 103244134 A CN103244134 A CN 103244134A CN 2013101507841 A CN2013101507841 A CN 2013101507841A CN 201310150784 A CN201310150784 A CN 201310150784A CN 103244134 A CN103244134 A CN 103244134A
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Abstract
The invention provides an anti-floating ballasting method for a shield tunnel under negative earthing condition. The method includes the steps of firstly, calculating according to borne load and formation condition of a tunnel segment in actual construction by the finite element method to obtain magnitude of ballasting load, with lead blocks as weights for ballasting; secondly, designing the shape of the lead blocks; and thirdly, setting the positions of the lead blocks, namely setting the lead blocks at the anti-floating-required part of the bottom of the tunnel. According to the method, the lead weights are disposed at the anti-floating-required part of the bottom of the tunnel so that the tunnel segment can bear extra weight of the lead weights and floating quantity of the tunnel segment is reduced; the method is simple and practical, and by the method, floating quantity of the tunnel is reduced greatly; and the method is applicable to anti-floating application in shield tunnel construction.
Description
Technical field
The present invention relates to a kind of job practices of construction of tunnel technical field, particularly, relate to the method for shield tunnel anti-floating ballast under a kind of negative earthing operating mode.
Background technology
Along with urban development, city crowded, the tunnel of various uses also occurs one after another.Generally speaking, build the tunnel at personnel's close quarters, all adopt shield construction.Requisite during the construction of active well in the tradition shield structure engineering, and building of active well not only expends a large amount of man-hours, fund, and to around environment do a lot of damage.
No active well shield tunnel is a kind of novel shield method, and is different with traditional shield method, and it does not need active well, and the shield structure is directly from ground with arrive.Its advantage is except saving the active well investment, can also the reduction of erection time, reduce whole investment; But owing to need and arrive from the ground directness, the tunnel will run into various thickness of earth covering operating modes in tunneling process, comprise negative earthing, zero earthing and shallow earthing.Especially under the stress condition of negative earthing, tunnel stressed especially unfavorable, under the buoyancy force of underground water effect, the tunneltron sector-meeting is floated, may be at the bigger float-amount of part appearance.The come-up in tunnel can influence the assembly unit of tunnel duct piece, can influence the sealing function between the section of jurisdiction simultaneously, even jeopardize tunnel safety.Therefore, the anti-floating of tunnel under negative earthing operating mode become emphasis and the difficult point of the novel shield-tunneling construction of this class.
Find for tunnel anti-floating and ballast following relevant patent is arranged through the literature search to prior art:
(1) number of patent application 201220322442.4, denomination of invention: the float Structure of shallow embedding shield tunnel;
(2) number of patent application 201210488590.8, denomination of invention: a kind of open trench tunnel float Structure;
(3) number of patent application 200620049257.7, and denomination of invention is: the gate-type float Structure;
(4) number of patent application 200510029898.6, denomination of invention: the ballast method for correcting error of side rolling in the double-O-tube shield construction; Wherein:
Patent (1) limits the float-amount in tunnel with anchor pole, patent (2) with the space enclosing structure Guan Liang on fender post and top thereof, and patent (3) design and use the anti-floating stake and base plate of foundation pit solves the come-up problem.These 3 patents do not provide to resist how to calculate the buoyancy size, can only anti-floating stake or fender post be designed by the method for estimating.Patent (4) is then come double-O-tube shield is rectified a deviation with the lead ballast, but when deflection angle was big, the ballast lead can only be corrected the part deflection angle, therefore need solve jointly in conjunction with prior art.
Summary of the invention
At defective of the prior art, the method that the purpose of this invention is to provide shield tunnel anti-floating ballast under a kind of negative earthing operating mode, the lead ballast is placed the tunnel bottom that needs anti-floating, make tunnel duct piece bear extra lead gravity, and then reduce the float-amount of tunnel duct piece; Anti-float method is simple and practical, reduces the float-amount in tunnel greatly.
According to an aspect of the present invention, provide the method for shield tunnel anti-floating ballast under a kind of negative earthing operating mode, concrete steps are as follows:
(1) load that bears in the practice of construction journey at tunnel duct piece, formation condition are used the size that Finite Element calculates the ballast load, and the weight of ballast adopts lead;
(2) shape of lead design: every lead weighs 200 kilograms, and lead is of a size of the cylinder of bottom surface radius 0.12m, height 0.4m.Cylindrical lead one end arranges groove, and the other end arranges joining seam, and groove needs to match with joining seam.In the work progress adjacent lead is connected, make it into as a wholely, prevent that indivedual leads from freely rolling and security incident occurs.Simultaneously in cylinder lead side handle is set, with convenient carrying.
(3) lead the position is set: lead is arranged at the tunnel bottom that needs anti-floating.
Preferably, the size that draws the ballast load of described Finite Element, specific as follows:
1) adopts the three dimensional finite element numerical analysis method;
2) the modeling scope width of finite element is that 10D(D is tunnel diameter), length is the negative earthing partial-length in tunnel, and the tunnel places the centre of model, and surface distance is considered the actual buried depth in tunnel, and the bottom surface is 1D far from the center in tunnel;
3) fringe conditions is set as follows in the calculating: the bound level displacement of model both sides, and the model bottom retrains vertical displacement and horizontal movement simultaneously;
4) thickness of earth-fill cover according to tunnel duct piece calculates the suffered active earth pressure of tunnel duct piece, calculate the size of the suffered buoyancy of tunnel duct piece according to the height gauge of groundwater table, the load that obtains is put on the model, calculate the float-amount in tunnel, in model, add the ballast load then, calculate the float-amount in tunnel again, obtain relation curve between tunnel float-amount and the ballast load through tentative calculation repeatedly, according to the anti-floating standard of engineering, determine the accurate numerical value of ballast load at graph of relation.
Preferably, according to the load that tunnel duct piece bears, calculate the size of corresponding ballast load rapidly by above-mentioned Finite Element, and then determine the quantity of described lead, and described lead is arranged on the bottom at come-up position, tunnel.
Compared with prior art, the present invention has following beneficial effect:
1, the present invention places the tunnel bottom that needs anti-floating with the lead ballast, makes the section of jurisdiction bear extra lead gravity, and then reduces the float-amount of section of jurisdiction;
2, anti-float method of the present invention is simple and practical, can reduce the float-amount in tunnel greatly;
3, the present invention just can predict the ballast weight of heavy that the section of jurisdiction anti-floating is required in the design stage, for formulating the reasonable construction scheme service, is applicable to the anti-floating in all shield-tunneling construction tunnels.
Description of drawings
By reading the detailed description of non-limiting example being done with reference to the following drawings, it is more obvious that other features, objects and advantages of the present invention will become:
Fig. 1 is one embodiment of the invention tunnel model;
Fig. 2 is one embodiment of the invention tunnel ballast and float-amount graph of a relation.
The specific embodiment
The present invention is described in detail below in conjunction with specific embodiment.Following examples will help those skilled in the art further to understand the present invention, but not limit the present invention in any form.Should be pointed out that to those skilled in the art, without departing from the inventive concept of the premise, can also make some distortion and improvement.These all belong to protection scope of the present invention.
As shown in Figure 1, present embodiment provides the method for shield tunnel anti-floating ballast under a kind of negative earthing operating mode to be used for the three-dimensional finite element model that certain shield tunnel is set up, and the length of model is 30m, and width is 70m, and the degree of depth is 24m.
The present embodiment concrete steps are as follows:
(1) load that bears in the practice of construction journey at tunnel duct piece, formation condition are used the size that Finite Element calculates the ballast load, and the weight of ballast adopts lead;
(2) shape of lead design: every lead weighs 200 kilograms, lead is of a size of the cylinder of bottom surface radius 0.12m, height 0.4m, the two ends of described lead are provided with groove and joining seam so that adjacent described lead links together, and the cylinder of described lead is provided with the handle of convenient carrying.
(3) lead the position is set: lead is arranged at the tunnel bottom that needs anti-floating.
In the present embodiment, the size that draws the ballast load of described Finite Element, concrete steps are as follows:
1) adopts the three dimensional finite element numerical analysis method;
2) the modeling scope width of finite element is that 10D(D is tunnel diameter), length is the negative earthing partial-length in tunnel, and the tunnel places the centre of model, and surface distance is considered the actual buried depth in tunnel, and the bottom surface is 1D far from the center in tunnel;
3) fringe conditions is set as follows in the calculating: the bound level displacement of model both sides, and the model bottom retrains vertical displacement and horizontal movement simultaneously;
4) thickness of earth-fill cover according to tunnel duct piece calculates the suffered active earth pressure of tunnel duct piece, calculate the size of the suffered buoyancy of tunnel duct piece according to the height gauge of groundwater table, the load that obtains is put on the model, calculate the float-amount in tunnel, in model, add the ballast load then, calculate the float-amount in tunnel again, obtain relation curve between tunnel float-amount and the ballast load through tentative calculation repeatedly.
According to the actual condition load application, calculate the tunnel float-amount, apply 1t, 2t, 4t, 8t ballast then, obtain the graph of a relation (as shown in Figure 2) between tunnel float-amount and the tunnel ballast.
As shown in Figure 2, during ballast 6t, the tunnel float-amount has satisfied designing requirement less than 5mm as can be seen.Therefore, place the bottom, position of only need floating in the tunnel
The piece lead just can satisfy the anti-floating requirement in tunnel, and lead is arranged on the bottom at come-up position, tunnel.
Anti-float method of the present invention is simple and practical, and the lead ballast is placed the tunnel bottom that needs anti-floating, makes the section of jurisdiction bear extra lead gravity, can reduce the float-amount in tunnel greatly, is applicable to the anti-floating in all shield-tunneling construction tunnels.
More than specific embodiments of the invention are described.It will be appreciated that the present invention is not limited to above-mentioned specific implementations, those skilled in the art can make various distortion or modification within the scope of the claims, and this does not influence flesh and blood of the present invention.
Claims (2)
1. the method for shield tunnel anti-floating ballast under the negative earthing operating mode is characterized in that described method concrete steps are as follows:
(1) load that bears in the practice of construction journey at tunnel duct piece, formation condition are used the size that Finite Element calculates the ballast load, and the weight of ballast adopts lead;
The size that draws the ballast load of described Finite Element, specific as follows:
1) adopts the three dimensional finite element numerical analysis method;
2) the modeling scope width of finite element is 10D, and D is tunnel diameter, and length is the negative earthing partial-length in tunnel, and the tunnel places the centre of model, and surface distance is considered the actual buried depth in tunnel, and the bottom surface is 1D far from the center in tunnel;
3) fringe conditions is set as follows in the calculating: the bound level displacement of model both sides, and the model bottom retrains vertical displacement and horizontal movement simultaneously;
4) thickness of earth-fill cover according to tunnel duct piece calculates the suffered active earth pressure of tunnel duct piece, calculate the size of the suffered buoyancy of tunnel duct piece according to the height gauge of groundwater table, the load that obtains is put on the model, calculate the float-amount in tunnel, in model, add the ballast load then, calculate the float-amount in tunnel again, obtain relation curve between tunnel float-amount and the ballast load through tentative calculation repeatedly, according to the anti-floating standard of engineering, determine the accurate numerical value of ballast load at graph of relation;
(2) shape of lead design: every lead weighs 200 kilograms, lead is of a size of the cylinder of bottom surface radius 0.12m, height 0.4m, cylindrical lead one end arranges groove, the other end arranges joining seam, groove needs to match with joining seam, in the work progress adjacent lead is connected, and makes it into as a whole, prevent indivedual leads from freely rolling and construction accident occurs, handle is set in cylinder lead side simultaneously;
(3) lead the position is set: lead is arranged at the tunnel bottom that needs anti-floating.
2. the method for shield tunnel anti-floating ballast under a kind of negative earthing operating mode according to claim 1, it is characterized in that, the load that bears according to tunnel duct piece, calculated the size of corresponding ballast load by above-mentioned Finite Element, and then determine the quantity of described lead, and described lead is arranged on the bottom at come-up position, tunnel.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105604577A (en) * | 2015-12-29 | 2016-05-25 | 上海隧道工程有限公司 | Floating-up control device suitable for quasi-rectangular shield tunnel |
| CN106874609A (en) * | 2017-02-26 | 2017-06-20 | 中国石油天然气集团公司 | A kind of anti-floating methods for designing of the GFRP of waters shield driven tunnel crossing pipeline |
| CN110096757A (en) * | 2019-04-08 | 2019-08-06 | 杭州通达集团有限公司 | The method for controlling basement building course anti-floating based on BIM technology dynamic |
| CN111428304A (en) * | 2020-03-31 | 2020-07-17 | 浙江大学城市学院 | Displacement deformation prediction method for shield tunnel with anti-floating anchor rod under excavation of foundation pit |
| CN113279771A (en) * | 2021-06-22 | 2021-08-20 | 中建交通建设集团有限公司 | Prevent prefabricated assembled structure of shield tunnel section of jurisdiction come-up under water |
| CN113420482A (en) * | 2021-06-24 | 2021-09-21 | 北京安捷工程咨询有限公司 | Segment load orthogonal numerical inversion method based on structural internal force monitoring value |
| CN114382107A (en) * | 2022-01-12 | 2022-04-22 | 孙华 | Anti-floating underground building |
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| JPH07127376A (en) * | 1993-11-05 | 1995-05-16 | Nishimatsu Constr Co Ltd | Branch shield driving method |
| CN1740518A (en) * | 2005-09-22 | 2006-03-01 | 上海交通大学 | Deviation correcting pressure weight method for side rolling in double circle shield tunnel construction |
| CN201031398Y (en) * | 2007-05-25 | 2008-03-05 | 南京工业大学 | Self gravity type anti-floating device |
| CN101182772A (en) * | 2007-11-20 | 2008-05-21 | 中铁二局股份有限公司 | Two lines intersection small radius, shallow earth covering and large longitudinal slope complicated linetype shield construction method |
| CN102776899A (en) * | 2012-07-05 | 2012-11-14 | 上海市城市建设设计研究总院 | Anti-floating structure of shallow-buried shield tunnel |
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| JPH07127376A (en) * | 1993-11-05 | 1995-05-16 | Nishimatsu Constr Co Ltd | Branch shield driving method |
| CN1740518A (en) * | 2005-09-22 | 2006-03-01 | 上海交通大学 | Deviation correcting pressure weight method for side rolling in double circle shield tunnel construction |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105604577A (en) * | 2015-12-29 | 2016-05-25 | 上海隧道工程有限公司 | Floating-up control device suitable for quasi-rectangular shield tunnel |
| CN106874609A (en) * | 2017-02-26 | 2017-06-20 | 中国石油天然气集团公司 | A kind of anti-floating methods for designing of the GFRP of waters shield driven tunnel crossing pipeline |
| CN106874609B (en) * | 2017-02-26 | 2020-02-21 | 中国石油天然气集团有限公司 | GFRP anti-floating design method for water area shield tunnel crossing pipeline |
| CN110096757A (en) * | 2019-04-08 | 2019-08-06 | 杭州通达集团有限公司 | The method for controlling basement building course anti-floating based on BIM technology dynamic |
| CN110096757B (en) * | 2019-04-08 | 2020-04-24 | 杭州通达集团有限公司 | Method for dynamically controlling anti-floating of basement construction process based on BIM technology |
| CN111428304A (en) * | 2020-03-31 | 2020-07-17 | 浙江大学城市学院 | Displacement deformation prediction method for shield tunnel with anti-floating anchor rod under excavation of foundation pit |
| CN113279771A (en) * | 2021-06-22 | 2021-08-20 | 中建交通建设集团有限公司 | Prevent prefabricated assembled structure of shield tunnel section of jurisdiction come-up under water |
| CN113420482A (en) * | 2021-06-24 | 2021-09-21 | 北京安捷工程咨询有限公司 | Segment load orthogonal numerical inversion method based on structural internal force monitoring value |
| CN113420482B (en) * | 2021-06-24 | 2022-07-05 | 北京安捷工程咨询有限公司 | Segment load orthogonal numerical inversion method based on structural internal force monitoring value |
| CN114382107A (en) * | 2022-01-12 | 2022-04-22 | 孙华 | Anti-floating underground building |
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