CN102400694A - Reinforcement method for combined part of shield tunnel and mining-method tunnel - Google Patents
Reinforcement method for combined part of shield tunnel and mining-method tunnel Download PDFInfo
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- CN102400694A CN102400694A CN201110334903XA CN201110334903A CN102400694A CN 102400694 A CN102400694 A CN 102400694A CN 201110334903X A CN201110334903X A CN 201110334903XA CN 201110334903 A CN201110334903 A CN 201110334903A CN 102400694 A CN102400694 A CN 102400694A
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Abstract
The invention discloses a reinforcement method for a combined part of a shield tunnel and a mining-method tunnel. The reinforcement method is used for using a shield machine to propel and enter the mining-method tunnel and comprises the following steps of: 1) primarily spraying concrete on a working face of the mining-method tunnel so as to prevent local collapse of the tunnel; 2) horizontally placing gratings at the positions of end walls of the mining-method tunnel and spraying the concrete after being fixed; 3) adopting a plurality of grouting pipes for injecting slurry at the end walls of the mining-method tunnel so as to carry out reinforcement; and 4) adopting plain concrete to block the full cross sections at the two end walls of the mining-method tunnel and the shield tunnel.
Description
Technical field
The present invention relates to underground driving technology field, be specifically related to the reinforcement means of a kind of shield tunnel and joint portion, Mine Method tunnel.
Background technology
Along with improving constantly of urban underground space development and use degree; The shield structure has run into various complicated locations in work progress; Like the interbedding of soft and hard rocks section, boulder location and gentle breeze high rigidity rock section are arranged, or run into obstruction such as buildings pile, this moment is simple to rely on the difficult construction of shield structure.Surpass the stratum that 100m, rock uniaxiality strength surpass 80MPa for length, all do not have the report of pure shield construction successful case at home, outward., a running tunnel; If middle buried section runs into hard not weathering or gentle breeze rock stratum; Shallow embedding section in two ends is severely-weathered country rock or deposition soil layer, and " Mine Method+shield method " compound worker's method of employing can combine two worker's methods advantage separately, has good technology, economic and social benefit." Mine Method+shield method " compound worker's method job practices is that elder generation executes work vertical shaft of work at the running tunnel middle part, in above-mentioned mileage scope, just serves as a contrast the tunnel with the Mine Method construction, and then passes through existing Mine Method tunnel and carry out shield construction.
After the Mine Method constructing tunnel is accomplished; Shield machine will get into Mine Method tunnel or shield machine from shield tunnel and get into the soil body again in the Mine Method tunnel and tunnel the joint portion that all need pass in and out Mine Method and shield tunnel; The turnover of shield machine in the Mine Method tunnel is the great risk source that shield structure sky pushed away the Mine Method tunnel; Cause surface collapse in case the joint portion reinforces bad then possibly cause the underground water or the soil body to pour in the Mine Method tunnel, so the reinforcing of joint portion is a complicated problems.
Wang Maoxiang etc. are in order to guarantee the safety of Mine Method tunnel end wall; Headwall full section in tunnel adopts the shutoff of C25 plain concrete, and jet thickness is 150mm, pours into a mould the thick C25 plain concrete of 1m shutoff headwall then; Shield structure housing just enters the hole from block wall, get into then to lead the platform support.
Ma Xiaoting etc. are before shield tunnel and Mine Method tunnel holing through; Annotate swell soil in advance at the cutterhead of shield machine and the space of shield shell and country rock; Make swell soil be full of the space of cutterhead, shield head and shield shell and country rock; Reduce the impact force of explosion when guaranteeing tunnel holing through, play the effect of protection shield machine shield cutter.
Wang Chunhe is after the Mine Method tunnel excavation is accomplished; At tunnel end wall displacement horizontal positioned glass fiber muscle grid; Glass fiber muscle grid sets up with the last two Pin solid matter grid steelframes of tunnel end synchronously, and glass fiber muscle grid and reinforcing bar grid overlap adopt No. 12 galvanized wire colligations firm at least, and takes suitably auxiliary connection measure; Guarantee that glass fiber muscle grid stretches into reinforcing bar grid length and is not less than 300mm, pneumatically placed concrete was closely knit when colligation was firm.Just spray the thick C20 concrete of 40mm behind the face excavation immediately, prevent partial collapse, and require the sprayed mortar of the last three Pin solid matter grids of sprayed mortar and tunnel to construct synchronously, horizontal grate and the colligation of fiber muscle net be the timely sprayed mortar in back well.The wall place should carry out the portal built-in fitting in the termination in addition, and the portal built-in fitting must adhere to specification, and will suitably strengthen, and the built-in fitting size is controlled in strictness, especially will control the curvature of portal steel loop, guarantees that shield machine gets into the tunneling sky section of pushing away smoothly.
However, said method still has many deficiencies, is advanced into block wall like shield machine, if block wall does not cut, then is prone to cause headwall to cave in, and the soil body runs off, and risk is very big; The place ahead soil body is not reinforced, and stagnant water effect is bad, and broken ground is prone to landslide; After the landslide, the difficulty of speedily carrying out rescue work; Adopt the built-in fitting stagnant water effect to can not get guaranteeing, be prone to cause soil erosion etc.
Summary of the invention
In view of this, the object of the present invention is to provide a kind of shield tunnel and joint portion, Mine Method tunnel reinforcement means to overcome above-mentioned deficiency.
Shield tunnel of the present invention and joint portion, Mine Method tunnel reinforce design as follows:
1) when construction was accomplished earlier in the Mine Method tunnel, shield machine advanced when getting into the Mine Method tunnel, in order to ensure said Mine Method tunnel tunnel face soil stabilization, prevents that underground water from pouring in the Mine Method tunnel.After the Mine Method tunnel tunnel face is accomplished, reinforce, improve the intensity and the independence of the soil body adopting the horizontal grouting pipe that the soil body is carried out horizontal grouting in Mine Method tunnel and the about 4.5 meters scopes of shield tunnel joint.
2) when can't normally advancing, shield machine gets into the Mine Method tunnel; When needing to adopt the Mine Method construction to connect shield machine entering Mine Method tunnel; The soil body is stable when guaranteeing that shield machine gets into the Mine Method tunnel; Adopt solid matter steel pipe pipe canopy reinforcing shield machine surrounding soil, then adopt the material that sealing property is good, intensity is low during slip casting, to prevent that shield machine is by fixed.
According to this design, adopted the method that is described below to solve some problems that exist in the prior art of shield tunnel and the reinforcing of joint portion, Mine Method tunnel.
The reinforcement means of shield tunnel of the present invention and joint portion, Mine Method tunnel, said method are used for shield machine and advance entering Mine Method tunnel, comprise the steps:
1) at the first pneumatically placed concrete of the face in said Mine Method tunnel, to prevent partial collapse;
2) place grid and fix the back sprayed mortar in the headwall position level in said Mine Method tunnel;
3) reinforce through many Grouting Pipe injection slurries are set at the headwall in said Mine Method tunnel;
4) the full section of two headwalls at said Mine Method tunnel and said shield tunnel adopts the plain concrete shutoff.
The wherein preferred concrete thickness of spray just is the 50-100 millimeter, preferably is 50 millimeters.
In the practical implementation of method of the present invention, preferred said grid is a glass fiber muscle grid.
In a preferred embodiment of the invention, said grid is fixed through the reinforcing bar grid that is connected said Mine Method tunnel headwall, and said grill portion stretches in the said reinforcing bar grid, and the length that stretches into is not less than the 300-500 millimeter.
In the method for the invention, said slurries preferably are the biliquid slurry of superfine cement and water glass, and described Grouting Pipe is a pvc pipe, and is uniformly distributed in the headwall in said Mine Method tunnel, preferably is quincuncial arrangement; Comprise one or more injected hole on the said Grouting Pipe along its length direction space.
More preferably; The biliquid of said superfine cement and water glass slurry makes gelling time be controlled at 3-5min, said the above injected hole of Grouting Pipe be spaced apart 10-15 centimetre, Grouting Pipe length is 4-5 rice; Grouting pressure is controlled at 0.5～0.8MPa, and grout spreading range is controlled in 0.5 meter.
The reinforcement means of another kind of shield tunnel of the present invention and joint portion, Mine Method tunnel, said method are used to connect shield machine and get into the Mine Method tunnel, comprise the steps:
1) the steel pipe pipe canopy that adopts a row or arrange solid matter more at the first half of the last three Pin bow members of said shield tunnel carries out support reinforcement, and this moment, last Pin bow member was positioned at the cutter head of shield machine top;
2) described steel pipe pipe canopy interval insert one or more Grouting Pipe injection slurries and reinforce;
3) gap between the shield shell of said bow member and said shield machine adopts sprayed mortar to fill;
In the method for the invention, described slurries can be cement water glass biliquid slurry or water glass and swell soil, perhaps modified water glass and phosphoric acid,diluted.
In practical implementation of the present invention, preferred said cement water glass biliquid slurry is made up of A liquid and B liquid; Wherein said A liquid is made up of 32.5 class g cements and water, and the mass volume ratio of said 32.5 class g cements and said water is 1: 0.5-2kg/L, more preferably 1: 1kg/L; Said B liquid is water glass, and the volume ratio of said A liquid and said B liquid is 1: 0.1-0.3, more preferably 1: 0.15.
In a preferred embodiment of the invention, every in 0 °～180 ° the scope in outermost one row of said steel pipe pipe canopy at a distance from 45 ° of pre-buried 1 said Grouting Pipe.
Said in the method for the invention face is this area generic term, is meant the interface that excavates with the rock stratum of not excavating.
Through adopting the Mine Method tunnel reinforcement means different under these two kinds of different operating modes that the soil body is reinforced, have the following advantages with the shield tunnel joint portion:
1) the shield machine soil body that enters hole place has obtained reinforcing, and soil strength and sealing property are improved, and have reduced the risk of soil erosion.
The top soil body was stable when the method that 2) adopts solid matter pipe canopy and slip casting to combine had both guaranteed that shield machine enters the hole, had avoided the generation of the shield machine and the soil body fixed again, thus when having avoided shield machine to enter the hole to the disturbance of the soil body, guaranteed to advance hole safety.
Below will combine accompanying drawing that the technique effect of design of the present invention, concrete structure and generation is described further, to understand the object of the invention, characteristic and effect fully.
Description of drawings
When Fig. 1 got into the Mine Method tunnel for shield machine advances, the joint portion Grouting Pipe was arranged sketch map.
When Fig. 2 connect shield machine entering Mine Method tunnel, the joint portion Grouting Pipe was arranged sketch map.
The specific embodiment
Ironworker's journey soil built shield tunnel in the somewhere; Wherein left line middle part length is that 147.5m, right line middle part length are in the scope of 287m; Need adopt the Mine Method construction tunnel just to serve as a contrast in advance; And then adopt shield machine segment assembly sky to push away Mine Method tunnel formation tunnel double-lining, therefore in left line and the construction of right line, adopt two kinds of joint portion reinforcement means of the present invention respectively.
The consolidation process measure of left side line shield tunnel and joint portion, Mine Method tunnel is following:
Line Mine Method tunnel, left side construction is in advance accomplished, and therefore adopts shield machine of the present invention to advance the job practices that gets into the Mine Method tunnel, and concrete technical measures are following:
1) after the Mine Method tunnel excavation was accomplished, face just sprayed the thick C25 concrete of 50mm immediately, to prevent partial collapse;
2) place glass fiber muscle grid in the headwall position level and (can not adopt steel pipe; Excessive when preventing shield machine turnover hole to the face disturbance; The shield machine screw machine is blocked); Glass fiber muscle grid sets up with the last two Pin reinforcing bar grids of Mine Method tunnel headwall synchronously, and glass fiber muscle grid and reinforcing bar grid overlap adopt No. 12 galvanized wire colligations firm at least, and takes suitably auxiliary connection measure; Guarantee that glass fiber muscle grid stretches into reinforcing bar grid length and is not less than 300mm, pneumatically placed concrete was closely knit when colligation was firm.Horizontal grate and the colligation of fiber muscle net be the timely sprayed mortar in back well, and two headwalls full section in tunnel adopts the shutoff of C25 plain concrete, and jet thickness is 200mm.
3) headwall in the Mine Method tunnel adopts the slip casting of superfine cement water glass biliquid slurry to reinforce; The biliquid slurry of superfine cement and water glass uses commercially available common superfine cement and water glass to get final product, and the proportioning of slurries makes gelling time be controlled at 3-5min, and Grouting Pipe length is 4.5 meters; Grouting pressure is controlled at 0.5～0.8MPa; Grouting Pipe adopts the pvc pipe of caliber 50mm, and the injected hole on every Grouting Pipe 10-15cm at interval arranges that grout spreading range is controlled at 0.5m.As shown in Figure 1, Grouting Pipe evenly is arranged in the tunnel headwall, 1 among Fig. 1 is Grouting Pipe.
The joint portion consolidation process measure in right line shield tunnel and Mine Method tunnel is following:
Because shield machine is run into rock, and tool wear is serious, therefore the tool changing difficulty adopts Mine Method construction of the present invention to connect the job practices that shield machine gets into the Mine Method tunnel during right line shield-tunneling construction, and concrete joint portion reinforced construction method is following:
1) adopt 3 row's solid matter steel pipe pipe canopies to carry out support reinforcement in the top of the last three Pin bow members of shield tunnel (wherein last Pin bow member is positioned at the cutter head of shield machine top), steel pipe adopts the steel pipe of φ 60, long 3m, and reinforcing scope is the first half of bow member; Last row's steel pipe is every in 0 °～180 ° scope, and as shown in Figure 2,1 is Grouting Pipe among Fig. 2 at a distance from 45 ° of pre-buried 1 Grouting Pipe (totally 5), and 2 is the steel pipe canopy.Adopt cement water glass biliquid slurry to reinforce (grouting serous fluid also can adopt water glass and swell soil or modified water glass to join phosphoric acid,diluted) to the top soil body; Note the control grouting amount; To prevent that the shield machine shield shell and the soil body are cemented in together (if be cemented in together then when shield machine advances, can cause great disturbance to the soil body; Even cause surface collapse, bring great risk); Wherein A liquid and the B liquid be made up of 32.5 class g cements and water of cement water glass biliquid slurry is formed, and the volume ratio of A liquid and B liquid is 1: 0.15; The mass volume ratio of 32.5 class g cements and water is 1 in A liquid: 1kg/L.
2) last Pin bow member gets into shield cutter top 50cm, and the gap between bow member and the shield shell adopts sprayed mortar to fill closely knit sealing.Before the pneumatically placed concrete operation, cutterhead and cutter head that the reply excavation exposes carry out covering protection, avoid concrete to be sprayed on cutterhead and the cutter head.
3) when on lead the excavation and supporting good after; To under lead and carry out Blasting Excavation, in order to reduce the impact force of explosion, the opposing limit of leading down when excavating explosion explosion is being made as 80cm (80cm before the cutterhead that both punched) to shield machine; Adopt close perforating, the method for putting medicine is less carried out explosion.The remaining 80cm rock mass in cutterhead the place ahead is owing to receive the percussion of explosion, and rock mass can ftracture, and abolish with pneumatic pick with artificial this moment again, reduces the influence to shield machine with this.
More than describe preferred embodiment of the present invention in detail.The ordinary skill that should be appreciated that this area need not creative work and just can design according to the present invention make many modifications and variation.Therefore, all technician in the art all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology through the available technical scheme of logical analysis, reasoning, or a limited experiment.
Claims (10)
1. the reinforcement means of shield tunnel and joint portion, Mine Method tunnel, said method are used for shield machine and advance and get into the Mine Method tunnel, it is characterized in that comprising the steps:
1) at the first pneumatically placed concrete of the face in said Mine Method tunnel, to prevent the tunnel partial collapse;
2) place grid and fix the back sprayed mortar in the headwall position level in said Mine Method tunnel;
3) reinforce through many Grouting Pipe injection slurries are set at the headwall in said Mine Method tunnel;
4) the full section of two headwalls at said Mine Method tunnel and said shield tunnel adopts the plain concrete shutoff.
2. the reinforcement means of shield tunnel according to claim 1 and joint portion, Mine Method tunnel is characterized in that just the concrete thickness of spray is the 50-100 millimeter; Said grid is a glass fiber muscle grid.
3. the reinforcement means of shield tunnel according to claim 1 and joint portion, Mine Method tunnel; It is characterized in that; Said grid is fixed through the reinforcing bar grid that is connected said Mine Method tunnel headwall; Said grill portion stretches in the said reinforcing bar grid, and the length that stretches into is not less than the 300-500 millimeter.
4. the reinforcement means of shield tunnel according to claim 1 and joint portion, Mine Method tunnel is characterized in that, said slurries are the biliquid slurry of superfine cement and water glass; Said Grouting Pipe is a pvc pipe, and is uniformly distributed in the headwall in said Mine Method tunnel; Have one or more injected holes on the said Grouting Pipe along its length direction space.
5. the reinforcement means of shield tunnel according to claim 4 and joint portion, Mine Method tunnel; It is characterized in that; The biliquid of wherein said superfine cement and water glass slurry makes gelling time be controlled at 3-5min, said the above injected hole of Grouting Pipe be spaced apart 10-15 centimetre, Grouting Pipe length is 4-5 rice; Grouting pressure is controlled at 0.5～0.8MPa, and grout spreading range is controlled in 0.5 meter.
6. the reinforcement means of shield tunnel and joint portion, Mine Method tunnel, said method is used to connect shield machine and gets into the Mine Method tunnel, it is characterized in that comprising the steps:
1) the steel pipe pipe canopy that adopts a row or arrange solid matter more at the first half of the last three Pin bow members of said shield tunnel carries out support reinforcement, and last Pin bow member is positioned at said cutter head of shield machine top;
2) said steel pipe pipe canopy interval insert one or more Grouting Pipe injection slurries and reinforce;
3) the gap sprayed mortar between the shield shell of said bow member and said shield machine is filled.
7. the reinforcement means of shield tunnel according to claim 6 and joint portion, Mine Method tunnel is characterized in that, and is every at a distance from 45 ° of pre-buried 1 said Grouting Pipe in 0 °～180 ° the scope in outermost one row of said steel pipe pipe canopy.
8. the reinforcement means of shield tunnel according to claim 6 and joint portion, Mine Method tunnel is characterized in that, described slurries are cement water glass biliquid slurry, water glass and swell soil or modified water glass and phosphoric acid,diluted.
9. the reinforcement means of shield tunnel according to claim 8 and joint portion, Mine Method tunnel is characterized in that, said cement water glass biliquid slurry is made up of A liquid and B liquid; Wherein said A liquid is made up of 32.5 class g cements and water, and the mass volume ratio of said 32.5 class g cements and said water is 1: 0.5-2kg/L; Said B liquid is water glass, and the volume ratio of said A liquid and said B liquid is 1: 0.1-0.3.
10. the reinforcement means of shield tunnel according to claim 9 and joint portion, Mine Method tunnel is characterized in that, is 1 at the mass volume ratio of 32.5 class g cements described in the said A liquid and said water: 1kg/L; The volume ratio of said A liquid and said B liquid is 1: 0.15.
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| CN201110334903XA CN102400694A (en) | 2011-10-28 | 2011-10-28 | Reinforcement method for combined part of shield tunnel and mining-method tunnel |
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| CN201110334903XA CN102400694A (en) | 2011-10-28 | 2011-10-28 | Reinforcement method for combined part of shield tunnel and mining-method tunnel |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103388338A (en) * | 2013-07-24 | 2013-11-13 | 中铁十六局集团有限公司 | Novel rapid water stopping and soil mass improving method |
| CN103711504A (en) * | 2013-12-18 | 2014-04-09 | 西南交通大学 | Propelling method for combined portion between shield tunnel segment and mine tunnel segment in subway tunnel |
| CN104500082A (en) * | 2014-12-29 | 2015-04-08 | 上海市基础工程集团有限公司 | Mining-method tunnel inner shield receiving construction method |
| CN106050266A (en) * | 2016-07-22 | 2016-10-26 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for undermining connected channel between shield sections in water-rich sand cobble stratum tunnel |
| CN106907164A (en) * | 2017-03-27 | 2017-06-30 | 中铁隧道勘测设计院有限公司 | A kind of water-bed combination of mine shield tunnel docking structure form and its construction method |
| CN107091101A (en) * | 2017-03-27 | 2017-08-25 | 中铁隧道勘测设计院有限公司 | Mine shield handing-over tunnel folded type joint design and construction method in the middle part of marine site |
| CN108661652A (en) * | 2018-06-01 | 2018-10-16 | 广州地铁设计研究院有限公司 | Shield launching and reception end bracing means and method in Tunneling by mining method |
| CN108716410A (en) * | 2018-05-21 | 2018-10-30 | 宁波大学 | Mechanical Method service channel high-strength elastic grouting behind shaft or drift lining slurries and grouting method |
| CN108825269A (en) * | 2018-05-30 | 2018-11-16 | 宁波大学 | Mechanical Method service channel T socket part position adaptive waterproof construction |
| CN110735648A (en) * | 2019-10-12 | 2020-01-31 | 成都建工路桥建设有限公司 | structure of tunnel for shield tunneling through mine method |
| CN110905527A (en) * | 2019-12-11 | 2020-03-24 | 中铁二十局集团第四工程有限公司 | Construction method of tunnel with upper soft and lower hard strata |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103388338A (en) * | 2013-07-24 | 2013-11-13 | 中铁十六局集团有限公司 | Novel rapid water stopping and soil mass improving method |
| CN103388338B (en) * | 2013-07-24 | 2015-10-14 | 中铁十六局集团有限公司 | A kind of method of novel quick sealing and soil improvement |
| CN103711504A (en) * | 2013-12-18 | 2014-04-09 | 西南交通大学 | Propelling method for combined portion between shield tunnel segment and mine tunnel segment in subway tunnel |
| CN103711504B (en) * | 2013-12-18 | 2016-02-03 | 西南交通大学 | The propulsion method of shield tunnel section and mining tunnel section binding site in subway tunnel |
| CN104500082A (en) * | 2014-12-29 | 2015-04-08 | 上海市基础工程集团有限公司 | Mining-method tunnel inner shield receiving construction method |
| CN106050266B (en) * | 2016-07-22 | 2018-01-02 | 中铁建大桥工程局集团第五工程有限公司 | The construction method of shield section service channel tunneling in rich water sand-pebble layer tunnel |
| CN106050266A (en) * | 2016-07-22 | 2016-10-26 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for undermining connected channel between shield sections in water-rich sand cobble stratum tunnel |
| CN106907164A (en) * | 2017-03-27 | 2017-06-30 | 中铁隧道勘测设计院有限公司 | A kind of water-bed combination of mine shield tunnel docking structure form and its construction method |
| CN107091101A (en) * | 2017-03-27 | 2017-08-25 | 中铁隧道勘测设计院有限公司 | Mine shield handing-over tunnel folded type joint design and construction method in the middle part of marine site |
| CN107091101B (en) * | 2017-03-27 | 2023-09-01 | 中铁第六勘察设计院集团有限公司 | Superimposed joint structure of middle mine shield junction tunnel in sea area and construction method |
| CN108716410A (en) * | 2018-05-21 | 2018-10-30 | 宁波大学 | Mechanical Method service channel high-strength elastic grouting behind shaft or drift lining slurries and grouting method |
| CN108716410B (en) * | 2018-05-21 | 2020-05-05 | 宁波大学 | Mechanical method connecting channel high-strength elastic wall post-grouting slurry and grouting method |
| CN108825269A (en) * | 2018-05-30 | 2018-11-16 | 宁波大学 | Mechanical Method service channel T socket part position adaptive waterproof construction |
| CN108661652A (en) * | 2018-06-01 | 2018-10-16 | 广州地铁设计研究院有限公司 | Shield launching and reception end bracing means and method in Tunneling by mining method |
| CN108661652B (en) * | 2018-06-01 | 2024-02-23 | 广州地铁设计研究院股份有限公司 | Reinforcing device and method for shield starting and receiving ends in mine tunnel |
| CN110735648A (en) * | 2019-10-12 | 2020-01-31 | 成都建工路桥建设有限公司 | structure of tunnel for shield tunneling through mine method |
| CN110905527A (en) * | 2019-12-11 | 2020-03-24 | 中铁二十局集团第四工程有限公司 | Construction method of tunnel with upper soft and lower hard strata |
| CN110905527B (en) * | 2019-12-11 | 2021-09-03 | 中铁二十局集团第四工程有限公司 | Construction method of tunnel with upper soft and lower hard strata |
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