CN101812992B - Jet-grouting pipe-shed pre-support method for tunnel and longitudinal opening perforated pipe - Google Patents
Jet-grouting pipe-shed pre-support method for tunnel and longitudinal opening perforated pipe Download PDFInfo
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- CN101812992B CN101812992B CN2010101431073A CN201010143107A CN101812992B CN 101812992 B CN101812992 B CN 101812992B CN 2010101431073 A CN2010101431073 A CN 2010101431073A CN 201010143107 A CN201010143107 A CN 201010143107A CN 101812992 B CN101812992 B CN 101812992B
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Abstract
The invention belongs to the technical field of civil engineering support, and particularly relates to a pre-support method for a tunnel having undesirable stratums, particularly water-rich stratums and a special tool for the method. The method mainly comprises the following steps of: 1.1 drilling, namely drilling along the designed periphery of the tunnel at intervals of 0.3 to 1.0m during construction, wherein the drilled holes are horizontal or in an inclination angle below 10 degrees; 1.2 inserting a longitudinal opening perforated pipe into each of the drilled holes and making the bottom of the longitudinal opening perforated pipe adjacent to the designed excavating boundary of the tunnel; 1.3 placing a high-pressure jet-grouting nozzle into one of the drilled holes to perform high-pressure jet-grouting operation; and 1.4, performing jet-grouting to form a plurality of jet-grouting bodies, wherein a pre-support arched shed structure is formed by the plurality of jet-grouting bodies and the longitudinal opening perforated pipe, and the inner liners of the tunnel, the longitudinal opening perforated pipe and the jet-grouting bodies are tightly combined to form an effective support structure. The invention also discloses the special tool for the method.
Description
Technical field
The invention belongs to civil engineering support technology field, particularly relate to the particularly moisture pre-supporting method in tunnel that enriches in the stratum of a kind of poor strata, and employed special tool in this method.
Background technology
In constructing tunnel, in order to give full play to self, guarantee safe construction, it is necessary carrying out pre-supporting before the excavation.For hard country rock and other stability country rock preferably, generally do not need leading pre-supporting, the main supporting method that adopts in the excavation construction process is a bolt-spary supports.For the relatively poor country rock of self-stabilities such as weak broken, adopt leading pre-supporting methods such as advance anchor bolt, pipe canopy advance support, ductule pre-grouting are reinforced in advance, mechanical precutting trough method usually.
Pipe canopy advance support and high-pressure rotary-spray supporting all are leading reinforcement means, and the two respectively has pluses and minuses and applicable elements, and for loose, broken, the low higher shallow tunnel of water content that reaches of intensity, these two kinds of methods all have range of application and limitation separately.
For pipe canopy advance support, generally speaking, the pipe canopy adopts steel pipe or embedded steel board to do vertically pre-the support, adopting the steel bow member to make hoop again supports, integral rigidity is bigger, limitation capability to surrouding rock deformation is stronger, and can bear early stage pressure from surrounding rock in advance, be applicable to that mainly country rock is pressed fast and pressure big, surrouding rock deformation and surface subsidence had in the weakness of being strict with, the breaking surrounding rock construction of tunnel have as native sandy strata, strong dilatancy stratum, high current sex change stratum, the rock mass of cranny development, fault belt, shallow embedding in the tunnel of country rock such as remarkable bias voltage.In addition, adopt the plate sealing comparatively effective; More for a long time, can utilize steel pipe or conduit grouting for water blocking and reinforce country rock at underground water.
The churning supporting is a new pre-supporting technology that grows up over past ten years.It is to be power source with the high-pressure pump, after the Grouting Pipe that will have a special nozzle by borer drill rod is inserted the precalculated position of soil layer, nozzle is ejected into the slurries that configure in the soil body, injection stream is penetrated the soil body in the certain limit with huge energy and is worn, and in nozzle rotation and advance and retreat cutting soil, force soil particle and slurries to mix, after treating that slurries solidify, form cylindric cement-soil induration, after rotary churning pile mutually combines, just in the soil body, form the churning curtain body of sealing with the concentric circles form, play that anti-quicksand, antiskid move, impermeable effect.Rotary churning pile is applicable to special geologic conditions such as weak soil, cohesive soil, loess, sandy soil, sandy gravel layer.
Following document shows that pipe canopy advance support and high-pressure rotary-spray support technology have obtained using widely in different engineering fields: the application of [1] bassoon canopy advance support technology in the unsymmetrial loading tunnel construction. You Shunda. and straits science, 2009 05 phase .[2] the pre-supporting principle in tunnel and construction technology. Zhu Hanhua etc. Beijing: the .[3 of People's Transportation Press] high pressure jet grouting technology and application. Li Xiangran, He Keqiang. Beijing: the industrial publishing house of Chinese building material.
Along with the fast development of construction of tunnel, it is ripe that these two kinds of pre-supporting technology also more and more are tending towards, but owing in the poor especially engineering location of some geological conditionss, if adopt high-pressure rotary-spray or pipe shed support separately, can not reach effectively pre-supporting effect.Document [tunnel comprehensive high pressure jet grouting shed advance support new technology. Liu Zhong, Liu Jianguo, Zhang Yi, Li Zhiyi, rock mechanics and engineering journal, 2009 01 phases] show, the domestic two comprehensive high pressure jet grouting rigs of rocker arm of large hydraulic of having developed, realized boring, churning one body technique, reached the purpose of effectively constructing fast, the construction technology of this technology is boring--high-pressure rotary-spray---joint bar in proper order, because this technology is back joint bar technology, and the rich water that general tunnel excavation runs into, loose soil layer major part is to contain cobble, gravel badness geotechnical body, and it is bigger to work as the pre-supporting scope of requirement of engineering, when the muscle body is longer, the huge jet power of the high-pressure rotary-spray interior filling cobble that causes holing, gravel etc., back joint bar can't be implemented, and can only adopt traditional boring high-pressure rotary-spray this moment, boring intubate canopy group technology; Simultaneously, adopt the two comprehensive high pressure jet grouting rigs of rocker arm of large hydraulic to construct, tighter to the construction space requirement, and the expense height.
If adopt traditional group technology, the aforementioned two kinds of job practicess of comprehensive employing are carried out the pre-supporting in tunnel, promptly carry out the churning supporting earlier, manage canopy again and apply, two cover technologies all need the rock drilling pore-forming, and operating expenses is equivalent to the simple superposition of these two independent process, and boring is the operation that expense is the highest, the cycle is the longest in these two process procedures, and process cycles is intersected mutually, further causes work efficiency low, and the duration significantly prolongs.
Summary of the invention
A kind of tunnel churning of the present invention pre-timbering with tubular prop method just in order to solve aforesaid weak point, will be managed the canopy advance support and the high pressure jet grouting technology organically combines, and realize safety, economic, pre-supporting efficiently in the construction of tunnel of poor strata.
A kind of tunnel churning of the present invention pre-timbering with tubular prop method, described method comprises the steps:
1, pore-forming, along the spacing boring of Tunnel Design outer rim by 0.3～1.0m, described boring is level or the inclination angle is spent less than 10 when promptly constructing;
2, in each boring, insert the longitudinal opening floral tube, and make longitudinal opening floral tube bottom press close to Tunnel Design excavation boundary;
3, the high-pressure rotary-spray nozzle is inserted in the boring, carry out the high-pressure rotary-spray operation;
4, churning forms a plurality of churning bodies, the pre-supporting arch shed structure of the common formation of described a plurality of churning bodies and longitudinal opening floral tube, and tunnel internal lining cutting and longitudinal opening floral tube and churning body are combined closely and are formed effective supporting integral body.
Said method can also further be improved to: to being difficult to the extreme difference stratum of pore-forming, when carrying out above-mentioned steps 1 boring, adopt sleeve pipe follow-up rig pore-forming, insert the longitudinal opening floral tube behind the pore-forming in each sleeve pipe; When carrying out above-mentioned steps 4 churnings, sleeve pipe is extracted on churning limit, limit out.
Said method can further be improved to: in the same construction section, interlock mutually between per two adjacent churning bodies forms the churning interlock non-individual body circumferential along the tunnel.
Said method can further be improved to: between the churning body for former and later two construction sections, be provided with the overlap joint of 0.5～3.0m length, form shed longitudinal lap joint section.
The present invention has also designed a kind of longitudinal opening floral tube that is used for tunnel churning pre-timbering with tubular prop method, and described longitudinal opening floral tube is the body of total length opening vertically, and the cross sectional shape of opening is arc or semicircle.
Further, described longitudinal opening floral tube is along the axis direction opening part of body, by the interval of 0.5～2.0m circumferential rib is set.
Further, on the tube wall of described longitudinal opening floral tube slurry outlet is set.
Further, the front end of described longitudinal opening floral tube is provided with guide head.
Further, described longitudinal opening floral tube is common metal tube or the higher non-metallic pipe of intensity.
Description of drawings
The vertical A-A sectional drawing of Fig. 1 tunnel churning pre-timbering with tubular prop structure.
The cross-sectional figure of Fig. 2 tunnel churning pre-timbering with tubular prop structure B-B.
Fig. 3 longitudinal opening floral tube C-C sectional side elevation.
Fig. 4 longitudinal opening floral tube D-D vertical view.
The longitudinal opening floral tube E-E schematic cross section of Fig. 5 different cross section shape.
The cross-sectional figure of the pre-supporting in tunnel under Fig. 6 country rock extreme difference condition.
The cross-sectional figure of the pre-supporting in tunnel under the better condition of Fig. 7 floor rocks.
The cross-sectional figure of the pre-supporting in tunnel under Fig. 8 vault country rock poor condition.
Among the figure: 1---longitudinal opening floral tube, 2---churning body, 3---boring, 4---guide head, 5---slurry outlet, the lining cutting of 6---tunnel internal, 7---circumferential rib, 8---churning interlock non-individual body, 9---shed longitudinal lap joint section.
The specific embodiment
Below in conjunction with accompanying drawing, technical scheme of the present invention is elaborated.
Fig. 1 is the vertical A-A sectional drawing of tunnel churning pre-timbering with tubular prop structure.At first utilize rig to apply the borings 3 of level or inclination angle,, use sleeve pipe follow-up rig pore-forming for the stratum in the hole of easily collapsing less than 10 degree.Longitudinal opening floral tube 1 is inserted in the boring 3, and make longitudinal opening floral tube bottom press close to Tunnel Design excavation boundary, the high-pressure rotary-spray nozzle places longitudinal opening floral tube 1 again, carry out the high-pressure rotary-spray operation by order at the bottom of the hole to the aperture, for the situation that adopts sleeve pipe follow-up rig pore-forming, sleeve is extracted on churning limit, limit, and the high pressure slurries of injection mix formation churning body 2 with geotechnical body.In same construction section, per two adjacent churning bodies, 2 mutual interlocks form the churning interlock non-individual body 8 circumferential along the tunnel, improve shed intensity and water isolating thereof.For former and later two construction sections, the churning body 2 of previous construction section and the churning body 2 of a back construction section should have the lap length of 0.5～3.0m, be shed longitudinal lap joint section 9, guarantee the shed continuity axial, help improving the supporting capacity and the water isolating of shed along the tunnel.
Fig. 2 is the cross-sectional figure of churning pipe booth structure.Lay boring 3 along Tunnel Design construction sideline by the spacing of 0.3～1.0m, insert longitudinal opening floral tube 1 in the boring, longitudinal opening floral tube 1 shape of cross section is fan-shaped or semicircle, the aperture position of opening floral tube axis direction longitudinally, 0.5～2.0m is provided with circumferential rib 7 one at interval, is used for avoiding longitudinal opening floral tube 1 inserting the direction dislocation and the distortion of boring procedure.
Fig. 3, Fig. 4 are respectively longitudinal opening floral tube sectional side elevation and vertical view.Longitudinal opening floral tube 1 adopts the higher nonmetal body of common metal tube or intensity total length opening vertically, the cross sectional shape of opening is arc or semicircle, slurries during high pressure jet grouting interact by opening on the longitudinal opening floral tube 1 and the geotechnical body that needs reinforcement, and form churning body 2; Longitudinally opening floral tube 1 axially open place lays circumferential rib 7 by 0.5～2.0m spacing; With quincunx or rectangular arrangement slurry outlet 5, the high pressure slurries can enter the space between longitudinal opening floral tube 1 and boring 3 hole walls when slurry outlet 5 guaranteed churning on the longitudinal opening floral tube 1; Longitudinal opening floral tube 1 front end is conical guide head 4, and the direction when being used to control longitudinal opening floral tube 1 and inserting avoids construction wrong to cause destruction to 3 hole walls of holing.
Fig. 5 is the longitudinal opening floral tube schematic cross section of different cross section shape, and longitudinal opening floral tube 1 cross sectional shape can be semicircle, also can be greater than 180 degree or less than 180 arcs of spending, and concrete parameter can require according to the rigidity Design of pipe canopy to determine.
Fig. 6, Fig. 7, Fig. 8 are the cross-sectional figure in tunnel when using churning pre-timbering with tubular prop method under different geological conditionss.If during all relatively poor and rich groundwater of tunnel excavation section surrounding rock body lithology, need all carry out the churning pre-timbering with tubular prop at vault, lateral wall, the base plate in tunnel, as shown in Figure 6; If the base plate lithology is better, pucking can not take place to be destroyed and unstability, then only need vault, lateral wall are carried out pre-supporting, as shown in Figure 7; For having only the relatively poor tunnel of vault geotechnical body situation, only need vault is carried out leading pre-supporting, as shown in Figure 8.Among Fig. 6, Fig. 7, Fig. 8, overlap mutually, form the churning interlock non-individual body 8 circumferential, improve shed intensity and water isolating thereof along the tunnel for per two adjacent churning bodies 2 in the same construction section.
In the set of tunneling construction process, tunnel internal lining cutting 6 is combined closely with longitudinal opening floral tube 1, churning body 2 and is formed effective supporting integral body, both satisfied higher supporting intensity, simultaneously bring into play the effect that water proof blocks water again, realized the particularly pre-supporting in tunnel in the poor strata under the launching condition galore of poor strata.
The present invention has shortened construction period greatly, has saved operating expenses, and pipe canopy, high-pressure rotary-spray technology are all ripe, are easy to realize in the construction of reality.The present invention simultaneously also can be applicable to engineering fields such as slope reinforcement, ground processing.
Claims (10)
1. tunnel churning pre-timbering with tubular prop method, it is characterized in that: described method comprises the steps:
1.1 pore-forming, along the spacing boring of Tunnel Design outer rim by 0.3～1.0m, described boring is level or the inclination angle is spent less than 10 when promptly constructing;
1.2 in each boring, insert the longitudinal opening floral tube, and make longitudinal opening floral tube bottom press close to Tunnel Design excavation boundary;
1.3 the high-pressure rotary-spray nozzle is inserted in the boring, carries out the high-pressure rotary-spray operation;
1.4 churning forms a plurality of churning bodies, the pre-supporting arch shed structure of the common formation of described a plurality of churning bodies and longitudinal opening floral tube, and tunnel internal lining cutting and longitudinal opening floral tube and churning body are combined closely and are formed effective supporting and protection structure;
Described longitudinal opening floral tube is the body of total length opening vertically, and the cross sectional shape of opening is arc or semicircle.
2. a kind of tunnel churning pre-timbering with tubular prop method according to claim 1 is characterized in that: to being difficult to the extreme difference stratum of pore-forming, when carrying out step 1.1 boring, adopt sleeve pipe follow-up rig pore-forming, insert the longitudinal opening floral tube behind the pore-forming in each sleeve pipe; When carrying out step 1.4 churning, sleeve pipe is extracted on churning limit, limit out.
3. a kind of tunnel churning pre-timbering with tubular prop method according to claim 1 and 2 is characterized in that: in the same construction section, interlock mutually between per two adjacent churning bodies forms the churning interlock non-individual body circumferential along the tunnel.
4. a kind of tunnel churning pre-timbering with tubular prop method according to claim 1 and 2 is characterized in that: between the churning body for former and later two construction sections, be provided with the overlap joint of 0.5～3m, form shed longitudinal lap joint section.
5. be used for a kind of longitudinal opening floral tube of the described method of claim 1, it is characterized in that: described longitudinal opening floral tube is the body of total length opening vertically, and the cross sectional shape of opening is arc or semicircle.
6. a kind of longitudinal opening floral tube according to claim 5 is characterized in that: described longitudinal opening floral tube is along the axis direction opening part of body, by the spacing of 0.5～2.0m circumferential rib is set.
7. a kind of longitudinal opening floral tube according to claim 5 is characterized in that: on the tube wall of described longitudinal opening floral tube slurry outlet is set.
8. a kind of longitudinal opening floral tube according to claim 7, it is characterized in that: described slurry outlet is with quincunx or rectangular arrangement
9. a kind of longitudinal opening floral tube according to claim 5, it is characterized in that: the front end of described longitudinal opening floral tube is provided with guide head.
10. according to the described a kind of longitudinal opening floral tube of the arbitrary claim of claim 5 to 8, it is characterized in that: described longitudinal opening floral tube is common metal tube or the higher non-metallic pipe of intensity.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010101431073A CN101812992B (en) | 2010-04-07 | 2010-04-07 | Jet-grouting pipe-shed pre-support method for tunnel and longitudinal opening perforated pipe |
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| CN2010101431073A CN101812992B (en) | 2010-04-07 | 2010-04-07 | Jet-grouting pipe-shed pre-support method for tunnel and longitudinal opening perforated pipe |
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| CN101812992B true CN101812992B (en) | 2011-11-16 |
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Families Citing this family (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103306687B (en) * | 2012-10-31 | 2015-09-16 | 北京中铁瑞威基础工程有限公司 | Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method |
| CN104033160A (en) * | 2014-06-11 | 2014-09-10 | 同济大学 | Novel support method applicable to shallow-buried subsurface tunnel of soft soil stratum |
| CN105201517A (en) * | 2015-11-11 | 2015-12-30 | 中铁二十局集团有限公司 | Advance support construction method for high-strength pipe shed of tunnel |
| CN105781591A (en) * | 2016-01-26 | 2016-07-20 | 中铁二十二局集团第工程有限公司 | Pipe roof support structure |
| CN105804771B (en) * | 2016-05-11 | 2018-09-07 | 宁波市交通规划设计研究院有限公司 | A kind of compatibility of deformation control method of the native constructing tunnel of plastic flow modeling |
| CN108487930B (en) * | 2018-02-27 | 2019-06-04 | 中国矿业大学 | A kind of method that rotary churning pile administers deep Soft rock tunnel pucking |
| CN108678666B (en) * | 2018-07-28 | 2024-02-02 | 江苏徐工工程机械研究院有限公司 | Multifunctional drilling machine and pipe shed mounting device |
| CN109488333B (en) * | 2018-09-28 | 2020-08-25 | 青岛市地铁一号线有限公司 | Construction method for inserting pipe shed piles in horizontal stirring and spraying |
| CN110284908B (en) * | 2019-07-26 | 2021-02-12 | 济南城建集团有限公司 | Circumferential grouting plugging method in shield receiving well |
| CN111502699B (en) * | 2020-04-24 | 2021-06-29 | 济南市市政工程设计研究院（集团）有限责任公司 | Flexible leading pipe canopy suitable for mine method weak soil tunnel |
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| JP2001073354A (en) * | 1999-07-01 | 2001-03-21 | Denki Kagaku Kogyo Kk | Injection pipe and ground injection method |
| CN201089899Y (en) * | 2007-08-20 | 2008-07-23 | 北京交通大学 | Orientation pressure-control apparatus for horizontal rotary spraying pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR100412775B1 (en) * | 2003-05-22 | 2004-01-07 | Yong Hyun Kim | Flash-setting injection device making use of high-speed dividing body |
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Patent Citations (3)
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|---|---|---|---|---|
| JP2001073354A (en) * | 1999-07-01 | 2001-03-21 | Denki Kagaku Kogyo Kk | Injection pipe and ground injection method |
| CN201089899Y (en) * | 2007-08-20 | 2008-07-23 | 北京交通大学 | Orientation pressure-control apparatus for horizontal rotary spraying pile |
| CN101245599A (en) * | 2008-02-28 | 2008-08-20 | 上海市第二市政工程有限公司 | Construction equipment for generating horizontal jet grouting reinforcing body by injecting double-liquid liquid with high-pressure |
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