CN101915105B - United method for tunneling super-strong or strong rock burst hole section of TBM construction tunnel - Google Patents
United method for tunneling super-strong or strong rock burst hole section of TBM construction tunnel Download PDFInfo
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Abstract
The invention relates to a united method for tunnelling a super-strong or strong rock burst hole section of a TBM construction tunnel by sufficiently utilizing the flexibility of the construction control measures of the drilling and blasting method and the advantages of TBM rapid tunneling,, aiming at overcoming the limitation that the traditional TBM tunneling method cannot be used for dealing with super-strong or strong rock burst. The united method is characterized by comprising the steps of designing an excavated section by an upper guide hole drilling and blasting method, excavating the section by the upper guide hole drilling and blasting method, supporting by surrounding rocks, and TBM whole section tunneling and supporting. The united method solves the problem that the traditional construction excavation technology cannot be used for effectively pretreating super-strong or strong rock burst risk in the process of high-stress tunnel TBM tunneling, guarantees the safety of TBM equipment and construction staff, ensures the tunneling speed of TBM, and has strong economical benefit and social benefit. The invention is suitable for the TBM excavation construction of high-stress tunnels, such as various water conservancy and hydropower tunnels, traffic tunnels, and the like.
Description
Technical field:
The present invention relates to the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel in tunnel excavation and supporting field adopt the drilling and blasting method excavation go up pilot tunnel thereafter TBM excavate full face united method for tunneling super, be mainly used in and adopt TBM method excavation and all or part of hole section to exist in the heavily stressed tunnels such as water conservancy and hydropower, traffic of extremely strong or strong rock burst risk.
Background technology:
Rock burst is in the heavily stressed underground construction, and the high strain energy of rock mass accumulated discharges suddenly and the strong surrounding rock failure that causes.Its essential characteristic is unexpected and strong, and site operation personnel, equipment are caused great harm.So far, the engineering of rock burst is handled the many of Study on Measures both at home and abroad, both comprised the construction and excavation measure, also comprise the supporting control measure, conclusion is got up, and can be divided into two kinds: first kind is the energy that gathers in reducing rock mass; Second kind is the energy storage capacity that improves rock mass.First kind comprises stress relieving explosion, high pressure water injection, work plane water spray, bores in stress relief hole, hole wall slot, the excavation measure such as pilot tunnel; These measures are used in the world very early; And at home grey mountain range super long tunnel, tunnel, Erlongshan Mountains, even up in the engineerings such as tunnel, Qinling Tunnel, natural bridge power station diversion tunnel and also carried out application; Accumulated rich experience and technology, but for extremely strong or strong rock burst problem, de-stress is removed outside the blasting procedure; The effect of other working measures is all undesirable, and the case of rock burst risk in the excavation construction process is expanded in middle pilot tunnel method even existence aggravation.Second kind of support technology that is mainly country rock; Comprise the flexible support that cushions severe impact, the rigidity supporting of opposing impact and the support pattern of the two combination; But can know according to domestic and international research achievement and practical applications Evaluation on effect; Only rely on support system and can't reach the purpose of controlling extremely strong or strong rock burst fully,, comprehensively adopt these two kinds of control methods can reach good effect for the drill bursting construction tunnel.
Current all rock burst control technologys are are all researched and proposed to the drilling and blasting method excavation; And the huge plant equipment of TBM, special driving mode and limited operating space can't adopt flexible and changeable measure as drilling and blasting method, in drilling and blasting method, be considered to effect preferably stress-relief blasting method also therefore can't use.Under extremely strong or strong rock burst situation; The control ability of simple support system is limited, and strong excessively supporting control measure mean a large amount of supporting operations, with taking a large amount of TBM driving time; Reduce the drivage efficiency of TBM greatly, can't bring into play the advantage of its speedy drivage.So the driving of or strong rock burst hole section extremely strong for the TBM construction tunnel exists under the circumscribed prerequisite in supporting control effect, the full advance of TBM faces huge risk, the domestic instance that once took place strong rock burst on active with the damage of TBM equipment.The Construction Control of the extremely strong or strong rock burst problem of current domestic TBM construction tunnel is in space state basically.Along with heavily stressed speciality mountain tunnel in the engineerings such as water conservancy and hydropower, traffic is more and more, and the tunnel that plan adopts the TBM method to tunnel is also increasing, and therefore, this problem needs to be resolved hurrily.
Summary of the invention:
To above-mentioned existing problems; The object of the present invention is to provide the united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel; Be intended to overcome the limitation that the TBM driving method can't be tackled extremely strong or strong rock burst problem; Make full use of the advantage of the flexibility and the TBM speedy drivage of drill bursting construction control measure, reach and to control extremely strong or strong rock burst problem, assurance construction safety, protection TBM equipment, can give full play to the advantage of TBM speedy drivage, the purpose of assurance programming again.
The technical scheme that the present invention adopted is: the united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel, and united method for tunneling super carries out according to the following steps:
1. the design of TBM construction tunnel excavated section, excavated section is divided into two parts, and top is divided into pilot tunnel, and the bottom is divided into the TBM excavated section,
2. go up pilot tunnel face excavation, top heading excavation adopts the drilling and blasting method excavation,
3. the country rock that discloses in the every circulation digging process of last pilot tunnel is carried out timely combined bolting and shotcrete,
4. just carry out TBM driving and supporting operation more than 5 times of top heading excavation sections of the TBM face last pilot tunnel face of distance span and greater than 80m.
The design excavated section diameter of described TBM construction tunnel is greater than 10m.
The height of described top heading excavation section is 0.8-1.06 times of TBM construction tunnel design excavated section radius R.
After the described upward every circulation Blasting Excavation of pilot tunnel; The excavation face that discloses is carried out sprayed mortar sealing timely; The bed thickness of sprayed mortar is 5-10cm; The top heading excavation section is carried out the system anchor bolt supporting in the TBM construction tunnel design excavated section outside and at the country rock of this circulation excavation exposure, spray the thick concrete of 5-20cm again, the anchor pole exposed junction is covered by spray-up fully.
Described TBM driving speed is equal to or less than 10m/d.
Owing to adopted above technical scheme; The united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel of the present invention; Adopt first drilling and blasting method to excavate and go up the pilot tunnel method of TBM driving thereafter, stress before last pilot tunnel excavates in advance and makes TBM tunnel in this tunnel surrounding and energy are able to pre-adjustment or discharge in advance, can effectively reduce extremely strong or strong rock burst risk in the TBM tunneling process; Go up simultaneously pilot tunnel face and TBM face at a distance of certain distance; The two construction operation can carry out simultaneously, does not disturb mutually, has made full use of the flexibility of drilling and blasting method excavation and the high efficiency of TBM driving.United method for tunneling super of the present invention solved in the heavily stressed tunnel TBM tunneling process existing construction and excavation technology effectively extremely strong the or strong rock burst risk of preliminary treatment problem, ensured that TBM equipment and constructor's safety, while also can guarantee the driving speed of TBM, have stronger economic benefit and social benefit.
Description of drawings:
Fig. 1 is the location diagram of top heading excavation section of the present invention and TBM construction tunnel design excavated section.
Fig. 2 is the plan of the embodiment of the invention 1 top heading excavation section.
Fig. 3 is the supporting figure of pilot tunnel on the embodiment of the invention 1.
Fig. 4 is the layout plan of pilot tunnel face and TBM face relativeness in the present invention.
Fig. 5 is the plan of the embodiment of the invention 2 top heading excavation sections.
Fig. 6 is the supporting figure of pilot tunnel on the embodiment of the invention 2.
The specific embodiment:
Embodiment 1:
The TBM construction tunnel design excavated section diameter of present embodiment is 10m; The diameter of TBM construction tunnel design excavated section is greater than 10m; Be the factors such as size of having taken all factors into consideration construction machinery in size and the drilling and blasting method excavation of top heading excavation section, can only select the scheme of full section drill burst method excavation to deal with extremely strong or strong rock burst problem less than the TBM construction tunnel of 10m diameter.
Its united method for tunneling super may further comprise the steps:
1. the design of TBM construction tunnel excavated section, excavated section is divided into two parts, and top is divided into pilot tunnel, and the bottom is divided into the TBM excavated section, and the relative position relation of the two is as shown in Figure 1.
2. the design of top heading excavation section (1); How much symmetries about top heading excavation section (1); And the geometirc symmetry axis line overlaps with the geometirc symmetry axis line of TBM construction tunnel design excavated section (2), and the outline line of top heading excavation section (1) is made up of crown, both sides abutment wall and base plate.The height of top heading excavation section (1) is 0.8 times of TBM construction tunnel design excavated section (2) radius R, and promptly it highly is 4m.The crown outline line (3) of top heading excavation section is circular, and its center of circle overlaps with the center of circle of TBM construction tunnel design excavated section (2).For reserving the space of certain thickness spray-up (6); The radius r of top heading excavation section crown outline line (3) is than the big 0.1m of radius R of TBM construction tunnel design excavated section outline line (4); The height h of TBM support boots is 6m; The arc angle 2arccos (h/2R) of top heading excavation section crown outline line (3) is 106 °, and top heading excavation section (1) floor elevation is than the high 1.1m of TBM construction tunnel design excavated section (2) central axis elevation.Go up among Fig. 2 and reserve straight flange wall (5) about pilot tunnel; Abutment wall and crown joining are positioned at the top edge of TBM support boots; The abutment wall maximum ga(u)ge is 1m; The purpose of reserving abutment wall has two, and first is in the top heading excavation process, to destroy as the country rock of TBM support boots origin of force for avoiding, and the support boots is stable during influence TBM in future driving; Second is because the excavation of last pilot tunnel causes the TBM excavated section to become non-axle center symmetry section, cutterhead discontinuity in the TBM tunneling process, and then cause TBM girder eccentric force, reserve abutment wall and can alleviate this problem to a certain extent.But the form flexible design of top heading excavation section in engineering, the form that last pilot tunnel is reserved abutment wall can adopt forms such as straight flange wall, hypotenuse wall or circular arc abutment wall flexibly.
3. go up pilot tunnel and adopt the drilling and blasting method excavation, every cyclic advance is 1-3m, behind the excavation; The country rock of exposing is in time carried out sprayed mortar (6) sealing, and as shown in Figure 3, sprayed mortar (6) thickness is 5cm; To the top heading excavation section in the TBM construction tunnel design excavated section outside and the country rock that discloses at this circulation excavation carry out the system anchor bolt supporting, promptly in the present embodiment upward the country rock of pilot tunnel crown carry out system anchor bolt supporting (7), the anchor pole spacing is 0.5m; Rock-bolt length is 6m, and anchor plate is a square, and thickness is 8mm; The length of side is 20-30cm, sprays the thick concrete of 5cm again, and the anchor pole exposed junction should be covered by spray-up; Top shield with protection TBM equipment is not scratched by the anchor pole exposed junction, if spray-up is difficult to guarantee it is covered, then must in advance that anchor pole is unnecessary protruded length cuts away or bends.Adopt glass fiber bolt support (8) to reserving abutment wall place country rock, for avoiding damaging the TBM cutterhead, can not adopt steel class anchor pole here, anchor pole spacing 0.5m, rock-bolt length are 6m, do not use billet.
4. Fig. 4 is the location diagram between TBM face (9) and last pilot tunnel face (10) in the present embodiment; TBM tunnels behind top heading excavation; And for country rock after guaranteeing the top heading excavation supporting has time enough to carry out the adjustment of stress and Energy distribution; Consider that simultaneously going up the pilot tunnel drill bursting construction has enough construction spaces, TBM face (9) is 80m in last pilot tunnel face (10) back.Since behind the top heading excavation, cutterhead discontinuity in the TBM tunneling process, and TBM girder eccentric force; Excessive velocities, thrust are excessive causes cutterhead and girder damage in order to avoid excavating, and cause the TBM device damage, therefore; The TBM driving speed should be equal to or less than 10m/d; In the present embodiment, the TBM driving speed is 10m/d, and in tunneling process timely system supporting.
Embodiment 2:
The TBM construction tunnel design excavated section diameter of present embodiment is 10m; The diameter of TBM construction tunnel design excavated section is greater than 10m; Be the factors such as size of having taken all factors into consideration construction machinery in size and the drilling and blasting method excavation of top heading excavation section, can only select the scheme of full section drill burst method excavation to deal with extremely strong or strong rock burst problem less than the TBM construction tunnel of 10m diameter.
Its united method for tunneling super may further comprise the steps:
1. the design of TBM construction tunnel excavated section, excavated section is divided into two parts, and top is divided into pilot tunnel, and the bottom is divided into the TBM excavated section, and the relative position relation of the two is as shown in Figure 5.
2. the design of top heading excavation section (11); How much symmetries about top heading excavation section (11); And the geometirc symmetry axis line overlaps with the geometirc symmetry axis line of TBM construction tunnel design excavated section (12), and the outline line of top heading excavation section (11) is made up of crown and base plate.The height of top heading excavation section (11) is 1.06 times of TBM construction tunnel design excavated section (12) radius R, and promptly it highly is 5.3m.The crown outline line (13) of top heading excavation section is circular, and its center of circle overlaps with the center of circle of TBM construction tunnel design excavated section (12).For reserving the space of certain thickness spray-up (15); The radius r of top heading excavation section crown outline line (13) is than the big 0.3m of radius R of TBM construction tunnel design excavated section outline line (14); The arc angle of top heading excavation section crown outline line (13) is 180 °, and top heading excavation section (11) floor elevation is consistent with TBM construction tunnel design excavated section (12) central axis elevation.
3. go up pilot tunnel and adopt the drilling and blasting method excavation, every cyclic advance is 1-3m, behind the excavation; The country rock of exposing is in time carried out sprayed mortar (15) sealing, and as shown in Figure 6, sprayed mortar (15) thickness is 10cm; To the top heading excavation section in the TBM construction tunnel design excavated section outside and the country rock that discloses at this circulation excavation carry out the system anchor bolt supporting, promptly in the present embodiment upward the country rock of pilot tunnel crown carry out system anchor bolt supporting (16), the anchor pole spacing is 0.5m; Rock-bolt length is 6m, and anchor plate is a square, and thickness is 8mm; The length of side is 20-30cm, sprays the thick concrete of 20cm again, and the anchor pole exposed junction should be covered by spray-up; Top shield with protection TBM equipment is not scratched by the anchor pole exposed junction, if spray-up is difficult to guarantee it is covered, then must in advance that anchor pole is unnecessary protruded length cuts away or bends.
4. Fig. 4 is the location diagram between TBM face (9) and last pilot tunnel face (10) in the present embodiment; TBM tunnels behind top heading excavation; And for country rock after guaranteeing the top heading excavation supporting has time enough to carry out the adjustment of stress and Energy distribution; Consider that simultaneously going up the pilot tunnel drill bursting construction has enough construction spaces, TBM face (9) is 80m in last pilot tunnel face (10) back.Since behind the top heading excavation, cutterhead discontinuity in the TBM tunneling process, and TBM girder eccentric force; Excessive velocities, thrust are excessive causes cutterhead and girder damage in order to avoid excavating, and cause the TBM device damage, therefore; The TBM driving speed should be equal to or less than 10m/d; In the present embodiment, the TBM driving speed is 10m/d, and in tunneling process timely system supporting.
Claims (5)
1. the united method for tunneling super of the extremely strong or strong rock burst hole section of a TBM construction tunnel comprises drilling and blasting method excavation to construction tunnel, excavation is disclosed the combined bolting and shotcrete and the TBM driving of country rock, and it is characterized in that: united method for tunneling super carries out according to the following steps:
1. the design of TBM construction tunnel excavated section, excavated section is divided into two parts, and top is divided into pilot tunnel, and the bottom is divided into the TBM excavated section,
2. go up pilot tunnel face excavation, last pilot tunnel face excavation adopts the drilling and blasting method excavation,
3. the country rock that discloses in the every circulation digging process of last pilot tunnel is carried out timely combined bolting and shotcrete,
4. just carry out TBM driving and combined bolting and shotcrete operation more than 5 times of top heading excavation sections of the TBM face last pilot tunnel face of distance span and greater than 80m.
2. the united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel according to claim 1, it is characterized in that: the design excavated section diameter of described TBM construction tunnel is greater than 10m.
3. the united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel according to claim 1 is characterized in that: the height of described top heading excavation section be TBM construction tunnel design excavated section radius R 0.8-1.06 doubly.
4. the united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel according to claim 1; It is characterized in that: after the described upward every circulation Blasting Excavation of pilot tunnel; The excavation face that discloses is carried out sprayed mortar sealing timely; The bed thickness of sprayed mortar is 5-10cm; The top heading excavation section is carried out the system anchor bolt supporting in the TBM construction tunnel design excavated section outside and at the country rock of this circulation excavation exposure, spray the thick concrete of 5-20cm again, the anchor pole exposed junction is covered by spray-up fully.
5. the united method for tunneling super of the extremely strong or strong rock burst hole section of a kind of TBM construction tunnel according to claim 1, it is characterized in that: described TBM driving speed is equal to or less than 10m/d.
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| CN104533430B (en) * | 2015-01-05 | 2016-10-05 | 中国电建集团华东勘测设计研究院有限公司 | Release high-pressure water injection device and the construction method thereof of fracture slide type rockburst risk |
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| CN106089216B (en) * | 2016-07-19 | 2019-01-04 | 北京交通大学 | Rock tunnel broken rock construction method |
| CN108915712B (en) * | 2018-07-02 | 2020-08-11 | 石家庄铁道大学 | Tunneling method for open TBM (tunnel boring machine) to penetrate through strong rock burst tunnel section |
| CN109356593A (en) * | 2018-12-12 | 2019-02-19 | 青海大学 | A kind of headrace tunnel excavation construction method |
| CN109653750B (en) * | 2018-12-12 | 2021-03-19 | 青海大学 | Tunnel Boring Machine (TBM) reconstruction chamber expanding excavation design method |
| CN109630135B (en) * | 2019-01-16 | 2021-05-25 | 交通运输部公路科学研究所 | Tunnel construction method for system support |
| CN110259468A (en) * | 2019-05-31 | 2019-09-20 | 江苏锐成机械有限公司 | Driving engineering method of the shield machine in full ground consisting of hard rock |
| CN110609324B (en) * | 2019-09-30 | 2021-01-12 | 东北大学 | Method for screening rock burst early warning micro-seismic events of deep-buried tunnel |
| CN111520147A (en) * | 2020-05-12 | 2020-08-11 | 中建六局水利水电建设集团有限公司 | Long-distance diversion tunnel construction method |
| CN112065471A (en) * | 2020-08-25 | 2020-12-11 | 中国水利水电第七工程局有限公司 | Excavation construction method for top arch layer of large underground cavern |
| CN112539064B (en) * | 2020-11-30 | 2022-02-11 | 青岛理工大学 | Blasting vibration reduction construction method for close tunnel with composite pilot tunnel and preset composite vibration isolation layer |
| CN113006800B (en) * | 2021-01-29 | 2021-12-21 | 中国科学院武汉岩土力学研究所 | CO (carbon monoxide)2Micro-blasting combined TBM rock breaking method |
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