CN102937030A - Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock - Google Patents

Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock Download PDF

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Publication number
CN102937030A
CN102937030A CN2012104886563A CN201210488656A CN102937030A CN 102937030 A CN102937030 A CN 102937030A CN 2012104886563 A CN2012104886563 A CN 2012104886563A CN 201210488656 A CN201210488656 A CN 201210488656A CN 102937030 A CN102937030 A CN 102937030A
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China
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anchor
rock
surrounding rock
country rock
deep
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CN2012104886563A
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Chinese (zh)
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CN102937030B (en
Inventor
王汉鹏
李术才
李建明
张庆贺
李海燕
张庆松
林春金
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山东大学
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Abstract

The invention specifically discloses a bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock, and the method comprises the following steps of: (1) after the roadway is excavated, immediately shotting concrete to close the surrounding rock, employing a high-pretightening force overstrength anchor bolt for supporting in the first disintegration zone, and arranging a steel bar net on the inner wall of the roadway surrounding rock and shotting concrete again; (2) applying a pretightening force anchor cable on the top plate of the roadway surrounding rock such that the anchoring end of the anchor cable is located in the deep intact rock mass, arranging a steel I-beam closely to the surrounding rock, passing the anchor cable through the shotcrete, the steel I-beam and a yielding ring and fixing the anchor cable on the inner wall of the roadway surrounding rock by using an anchor cable lock, thereby realizing coupling and supporting of the anchor bolt and the anchor cable; and (3) according to the monitoring result of the zonal disintegration of the surrounding rock, performing the delayed anchor bolt support for about 20-30 days, and performing grouting reinforcement on each disintegration zone by virtue of long and short combined injection pipes or a hollow sectional spiral grouting anchor bolt. The bolting-grouting integrated support method is capable of effectively performing bolting-grouting integrated reinforcement on the disintegrated surrounding rock of the deep roadway and thereby obviously enhancing the stability of the roadway.

Description

The anchor that deep tunnel country rock subregion breaks is annotated integrated supporting method
Technical field
The present invention relates to the support technology field of cavern, high-ground stress mine, deep, relate in particular to the anchor that deep tunnel country rock subregion breaks and annotate integrated supporting method.
Background technology
Along with to the increase of demand for energy and continuing to increase of mining rate, the superficial part resource reduces day by day, and the mine all enters deep resource exploitation state in succession both at home and abroad.About 50,592 hundred million tons of the coal resources total amount of China prediction, wherein buried depth greater than 1000m account for 53%, account for 73% greater than 600m.The mining depth of the most of mines of east China is all above 800 meters, many mines extend to 900~1000 meters degree of depth, in the face of east China 1000~2000m coal resources account for 2000m with 83% of interior prognostic reserves, and national deep coal reserves accounts for many situations, can estimate will enter in following 20 years a lot of collieries of China the degree of depth of 1000~1500m.Simultaneously, in 10~20 years from now on, China's metal and nonferrous metal mine will enter 1000~2000m Deep mining.According to the coal in China industry statistic, along with adopting dark increase, geostatic stress is thereupon increasing, that engineering structures and country rock all are in is heavily stressed, hyperosmosis, high temperature and be subjected to the mal-condition of mining influence, cause the destruction of cavern, deep more and more serious, TERM DEFORMATION is more than, and the supporting difficulty is also increasing.The roadway support cost had increased by 1.4 times in nearly 10 years, and the tunnel amount of overhauling accounts for 40% of whole tunnelling amount.The deep-well tunnel revision rate of China's Statistical even up to 200%, some mine laneways are because being difficult to safeguard abandoned.These serious roadway deformations destroy not only and cause serious technical difficulty and tremendous economic to drop into to the mine, also cause serious potential safety hazard.
Continuous increase along with the roadway excavation degree of depth, be accompanied by the deep rock mass engineering project response a series of New Characteristics scientific phenomenas have occured, one of distinctive breakoff phenomenon that occurs when wherein the subregion fracture phenomena is exactly the deep rock mass engineering project excavation, the performance characteristic of this phenomenon is exactly in deep rock mass when excavation cavern or tunnel, two help with roof rock in can produce the subregion fracture phenomena that a plurality of rupture zone and complete section replace one by one.But present support theory and design all are for surrounding rock loose circle theory, for deep tunnel country rock subregion under the effect of high-ground stress the break spray of existing anchor net and U-shaped steelframe canopy control method and technology Shortcomings.Cause deep tunnel subregion broken surrounding rock supporting difficulty, destroy seriously, occurred that anchor pole inefficacy, sprinkler body come off, the nonlinear deformations such as roof collapse, wall caving and pucking destroy, repair rate is high, and support cost increases.
[200810017076.X] discloses deep well great section loose wall rock laneway support method in patent, this invention with the repeatedly construction of permanent support change into anchor, net, notes, spray once order finish, speed of application is fast, save support material, cost is low, and the unit volume internal drilling arranges relatively and reduces, and is conducive to the stability of country rock.But this invention is regarded country rock as the individual layer relaxation zone, does not adopt cable bolting, is not suitable for deep tunnel subregion broken surrounding rock.
Summary of the invention
For solving a deep high-ground stress stability of the roadway control difficult problem, the present invention has proposed the anchor notes integrated control method that deep tunnel country rock subregion breaks on the basis of fully researching and analysing subregion broken surrounding rock tunnel subregion destruction form and mechanism.
The technical solution used in the present invention is as follows:
The anchor that deep tunnel country rock subregion breaks is annotated integrated supporting method, may further comprise the steps:
(1) in time carries out anchor net spray supporting behind the roadway excavation, at first spray one deck spray concrete 20-30mm at the roadway surrounding rock inwall that has just excavated, then perpendicular to the country rock surface drilling, described boring pass the first rupture zone in complete section, then linked network is set and utilizes anchor pole to the linked network anchoring at the roadway surrounding rock inner surface, and then spray concrete 70-80mm;
(2) roof rock in the tunnel applies anchor cable, the anchor cable drilling depth is passed two-layer rupture zone, its anchor cable fixed end is positioned at the deep rockmass, be close to roadway surrounding rock and set up steel I-beam, anchor cable passes the pressure ring that allows of spray concrete, steel I-beam and the setting of steel I-beam outside, is fixed on anchor cable lock on the country rock inwall in tunnel;
(3) hysteresis bolt support 20-30 days, in country rock, beat injected hole, adopt combination of long drives and drop shots Grouting Pipe or the spiral grouted anchor bar of hollow segmentation that the subregion that breaks is carried out slip casting.
The described anchor and spray net of step (1) is comprised of anchor pole, and described anchor pole is selected the superpower anchor pole of Φ 22 high pretightning forces, and anchor pole applies perpendicular to the surface, tunnel, according to bolt support energy criterion n 〉=Δ U/U bDetermine the radical of anchor pole, wherein n represents the radical of anchor pole, and Δ U is expressed as releasable total strain energy in the surrouding rock deformation process, U bBe expressed as the total energy that anchor pole absorbs in the rock mass deformation destructive process, and then definite anchor pole between array pitch (definite method of an array pitch is the industry known technology, no longer describe in detail at this), described anchor rod anchored end is arranged in the complete section rock mass, the other end is pressed on linked network on the spray-up by pallet, screws nut and applies pretightning force.
It is 20-30mm that concrete that the described spray concrete of step (1) is two-layer gross thickness 100mm spray concrete, first floor then spray thickness after for excavation, and the second layer is that to spray thickness behind the bolting with wire mesh be 70-80mm again.
The described linked network of step (1) is welded wire fabric, and described anchor rod pallet board is the 8mm steel plate, and anchor rod pallet board is of a size of 120mm * 120mm, pretightning force 50kN-80kN.
Described the allowing of step (2) is provided with cushion block between pressure ring and the anchor cable lock, and described allowing is provided with anchor lock pallet between pressure ring and the steel I-beam, and the described pretightning force of pressure ring that allows is 150kN-200kN.
The described slip casting of step (3) comprises: the initial stage adopts the biliquid slurry with the crack shutoff in the country rock, then adopts the slip casting of single liquid cement paste.Described single liquid cement paste is selected the 425# portland cement, water/binder ratio 0.5, and the efficient early strength water-reducing agent of adding 1.5%, the property annotated that increases slurries also improves slip casting intensity, and grouting pressure is 2.0~3.0MPa.
The described every section of step (3) bores injected hole 3-5, is quincuncial arrangement, its short-and-medium grouted anchor bar or pipe grouting and reinforcing the first rupture zone, long grouted anchor bar or pipe grouting and reinforcing the second rupture zone.
Adopt " raising Normal Constraint, the toughness reinforcing crack arrest of anchor pole for high-ground stress tunnel, deep subregion broken surrounding rock; Coordinate coupling supporting, stress interior shifting; The subregion filling and injecting slurry, strengthen Surrounding Rock Strength " 36 word control methods;
The control technology that the present invention improves Normal Constraint, the toughness reinforcing crack arrest of anchor pole is: the toughness reinforcing crack arrest technique of anchor pole that improves Normal Constraint.Be the normal stress that will within the shortest time, improve to greatest extent behind the roadway excavation on the country rock scope of freedom, improve the stress state of country rock, at first spray one deck 20-30mm spray concrete, sealing country rock at the roadway surrounding rock inwall that has just excavated; Take full advantage of the toughness reinforcing crack arrest effect of anchor pole, suppress country rock opening and shear strain along the scope of freedom, tunnel and structural plane.Concrete measure is in time to carry out bolting and shotcreting with wire mesh, and anchor pole is selected the superpower anchor pole 6 of Φ 22 high pretightning forces, and length determines that according to the wall rock loosening ring scope anchor pole applies perpendicular to the surface, tunnel, and an array pitch is according to bolt support energy criterion n 〉=Δ U/U bDetermine, and improve bolt pretension to 50kN-80kN; Hang the welding graticules, apply pretightning force and compress linked network; Spray again the spray concrete of thickness 70-80mm, be out of shape with suitable for surrounding rock.
The control technology of coordination coupling supporting of the present invention, stress interior shifting is: anchor shaft anchor cable is coordinated the stress transfer technology of coupling.Namely realize the compatibility of deformation coupling supporting of deep anchor cable and superficial part system anchor bolt by pretightening force compressible anchor cable beam, enlarge country rock carrier ring scope, realize that the deep of surrouding rock stress is shifted.Concrete measure is that country rock is applied pretightening force compressible anchor cable beam anchor cable, anchor end of anchorage cable is positioned at the deep rockmass, is close to country rock and sets up steel I-beam, and anchor cable passes steel I-beam and adds cushion block, between cushion block and lockset, add allowing pressure ring, pretightning force 150kN-200kN.
The control technology of subregion filling and injecting slurry of the present invention, enhancing Surrounding Rock Strength is: the subregion filling and injecting slurry technology that improves Surrounding Rock Strength.Namely by the slip casting of country rock hysteresis segmented the rupture zone country rock is carried out filling and injecting slurry, bonding is repaired broken surrounding rock again, cuts off the free face of deep wall rock, recovers to improve integrality and the bulk strength of country rock.Concrete measure is according to the country rock subregion monitoring result of breaking, hysteresis bolt support 20-30 days, adopt combination of long drives and drop shots Grouting Pipe or the spiral grouted anchor bar of hollow segmentation that the subregion that breaks is carried out slip casting, the slip casting initial stage adopts the biliquid slurry with crack shutoff large in the country rock, then adopts single liquid cement paste, selects the 425# Portland cement, water/binder ratio 0.5, the efficient early strength water-reducing agent of adding 1.5%, the property annotated that increases slurries also improves slip casting intensity, and grouting pressure is 2.0~3.0MPa.
The present invention compared with prior art, beneficial effect of the present invention is, for deep tunnel subregion broken surrounding rock, transformation by supporting method and frame mode, stability and disposable supporting success rate and the reliability in high-ground stress tunnel, deep have greatly been improved, reduce high-ground stress roadway deformation and destroyed the accident that causes, guaranteed the mine safety High-efficient Production.Namely accelerated roadway construction speed, reduced again daily maintenance cost, society and remarkable in economical benefits.
Description of drawings
Fig. 1 is that break supporting schematic diagram and subregion of subregion of the present invention breaks and accept analysis chart;
Fig. 2 is anchor cable beam cross-sectional view of the present invention;
Among the figure: 1, tunnel, 2-1, the first rupture zone, 2-2, the second rupture zone, 3, complete section, 4, spray concrete, 5, welded wire fabric, 6, anchor pole, 7, short grouted anchor bar or pipe, 8, slurry outlet, 9, anchor cable, 10, long grouted anchor bar or pipe, 11, anchor cable beam, 12, allow pressure ring, 13, anchor cable lock, 14, initially excavate stress state, 15, the bolt support stress state, 16, the cable bolting stress state, 17, subregion slip casting stress state, 18, the anchor cable pallet, 19, cushion block.
The specific embodiment
Now by reference to the accompanying drawings and take certain ore deposit as example, describe technical scheme of the present invention in detail.
One, at first according to the bolting and shotcreting with wire mesh that carries out shown in Figure 1, improve the stress state of country rock, improve Normal Constraint, the toughness reinforcing crack arrest of anchor pole, concrete measure is as follows:
(1) behind certain ore deposit deep tunnel 1 excavation, because off-load causes radial stresses to reduce rapidly, circumference stress increases, and forms country rock on the country rock surface and is in initial excavation stress state 14, is unfavorable for the stable of tunnel 1.Carry out as early as possible bolting and shotcreting with wire mesh, improve the stress state of country rock.First jet thickness is the concrete spray concrete 4 of 20-30mm behind the excavation, plays timely sealing shoulder bed effects; Anchor pole 6 is selected the superpower anchor pole 6 of Φ 22 high pretightning forces, determines that according to the break scope of subregion the first district 2-1 of country rock anchor pole 6 length are 3000mm, makes anchor pole 6 anchored end be arranged in complete section 3 rock mass, and 6 array pitch of anchor pole are defined as 800 * 800mm, and linked network adopts 5 supportings of 6 wire rod steel grid@, 100 * 100 welded wire fabrics.
(2) behind the bolting and shotcreting with wire mesh on 1 country rock of tunnel again jet thickness be the concrete spray concrete 4 of 70-80mm, so both can reduce spray concrete 4 rigidity, with the suitable for surrounding rock distortion, can reduce again spray concrete 4 crackings.After bolting and shotcreting with wire mesh was finished, surrouding rock stress changed slightly good anchor pole 6 supporting stress states 15 into.
Two, according to employing pretightening force compressible anchor cable beam illustrated in figures 1 and 2 supporting, shallow-layer country rock and deep-level country rock are connected, coordinate coupling supporting, stress interior shifting, concrete measure is as follows:
1 country rock applies anchor cable 9 in the tunnel, determine that according to the break scope of subregion Second Region 2-2 of country rock anchor cable 9 length are 7000mm, make anchor cable 9 anchored end be positioned at deep complete section 3 rock mass, be close to country rock and set up anchor cable beam 11, anchor cable 9 passes anchor cable beam 11 and adds anchor cable pallet 18 and cushion block 19, between cushion block 19 and anchor cable lock 13, add allowing pressure ring 12, apply pretightning force at 150kN-180kN.By allowing pressure ring 12 can adjust the stress of anchor cable 9, reach the compatibility of deformation coupling supporting of anchor cable 9 and the superpower anchor pole 6 of high pretightning force, shallow-layer anchorage zone and deep stability rock mass are linked together, realize the expansion of country rock carrier ring scope, be about to surrouding rock stress and shift to the deep.The effect of anchor cable beam 11 is that anchor cable 9 is linked together, and increases the stress of the easy breaking surrounding rock of back, strengthens the stability of top board, applied anchor cable 9 supportings after, surrouding rock stress changes preferably anchor cable 9 supporting stress states 16 into.
Three, according to employing country rock subregion filling and injecting slurry technology shown in Figure 1 the rupture zone country rock is bondd, the damage zone country rock is repaired, subregion filling and injecting slurry, enhancing Surrounding Rock Strength, concrete measure is as follows:
According to the country rock subregion monitoring result of breaking, about subregion filling and injecting slurry hysteresis anchor pole 6 supporting 20-30 days, adopt combination of long drives and drop shots Grouting Pipe or 6 pairs of subregions that break of the spiral grouted anchor bar of hollow segmentation to carry out slip casting, every section bores injected hole 3-5, its short-and-medium grouted anchor bar or manage 7 grouting and reinforcings the first rupture zone 2-1, long grouted anchor bar or manage 10 grouting and reinforcings the second rupture zone 2-2, slurries spread in rupture zone by slurry outlet 8, crack, again cementing broken rock in the reinforce adjoining rock.The slip casting initial stage adopts the biliquid slurry with crack shutoff large in the country rock, then adopts single liquid cement paste, selects the 425# Portland cement, water/binder ratio 0.5, the efficient early strength water-reducing agent of adding 1.5%, the property annotated that increases slurries also improves slip casting intensity, and grouting pressure is 2.0~3.0MPa.After the subregion filling and injecting slurry was finished, the surrouding rock stress state-transition was better subregion slip casting stress state 17.

Claims (7)

1. the anchor that breaks of deep tunnel country rock subregion is annotated integrated supporting method, it is characterized in that, comprises the steps:
(1) in time carries out anchor net spray supporting behind the roadway excavation, at first spray one deck spray concrete 20-30mm at the roadway surrounding rock inwall that has just excavated, then perpendicular to the country rock surface drilling, described boring pass the first rupture zone in complete section, then linked network is set and utilizes anchor pole to the linked network anchoring at the roadway surrounding rock inner surface, and then spray concrete 70-80mm;
(2) roof rock in the tunnel applies anchor cable, the anchor cable drilling depth is passed two-layer rupture zone, its anchor cable fixed end is positioned at the deep rockmass, be close to roadway surrounding rock and set up steel I-beam, anchor cable passes the pressure ring that allows of spray concrete, steel I-beam and the setting of steel I-beam outside, is fixed on anchor cable lock on the country rock inwall in tunnel;
(3) hysteresis bolt support 20-30 days, in country rock, beat injected hole, adopt combination of long drives and drop shots Grouting Pipe or the spiral grouted anchor bar of hollow segmentation that the subregion that breaks is carried out slip casting.
2. the anchor that breaks of deep tunnel country rock subregion as claimed in claim 1 is annotated integrated supporting method, it is characterized in that, the described anchor and spray net of step (1) is comprised of anchor pole, described anchor pole is selected the superpower anchor pole of Φ 22 high pretightning forces, anchor pole applies perpendicular to the surface, tunnel, according to bolt support energy criterion n 〉=Δ U/U bDetermine the radical of anchor pole, wherein n represents the radical of anchor pole, and Δ U is expressed as releasable total strain energy in the surrouding rock deformation process, U bBe expressed as the total energy that anchor pole absorbs in the rock mass deformation destructive process, so definite anchor pole between array pitch, described anchor rod anchored end is arranged in the complete section rock mass, the other end is pressed on linked network on the spray-up by pallet, screws nut and applies pretightning force.
3. the anchor that breaks of deep tunnel country rock subregion as claimed in claim 1 is annotated integrated supporting method, it is characterized in that, the concrete spray concrete that the described spray concrete of step (1) is two-layer gross thickness 100mm, then to spray thickness be 20-30mm to first floor after for excavation, and the second layer is that to spray thickness behind the bolting with wire mesh be 70-80mm again.
4. the anchor that breaks of deep tunnel country rock subregion as claimed in claim 1 is annotated integrated supporting method, it is characterized in that the described linked network of step (1) is welded wire fabric, described anchor rod pallet board is the 8mm steel plate, anchor rod pallet board is of a size of 120mm * 120mm, pretightning force 50kN-80kN.
5. the anchor that breaks of deep tunnel country rock subregion as claimed in claim 1 is annotated integrated supporting method, it is characterized in that, described the allowing of step (2) is provided with cushion block between pressure ring and the anchor cable lock, described allowing is provided with anchor lock pallet between pressure ring and the steel I-beam, the described pretightning force of pressure ring that allows is 150kN-200kN.
6. the anchor that breaks of deep tunnel country rock subregion as claimed in claim 1 is annotated integrated supporting method, it is characterized in that, the initial stage adopts the biliquid slurry with the crack shutoff in the country rock, then adopts the slip casting of single liquid cement paste; Described single liquid cement paste is selected the 425# portland cement, water/binder ratio 0.5, and the efficient early strength water-reducing agent of adding 1.5%, the property annotated that increases slurries also improves slip casting intensity, and grouting pressure is 2.0~3.0MPa.
7. the anchor that breaks of deep tunnel country rock subregion as claimed in claim 1 is annotated integrated supporting method, it is characterized in that, the described every section of step (3) bores injected hole 3-5, be quincuncial arrangement, its short-and-medium grouted anchor bar or pipe grouting and reinforcing the first rupture zone, long grouted anchor bar or pipe grouting and reinforcing the second rupture zone.
CN201210488656.3A 2012-11-26 2012-11-26 Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock CN102937030B (en)

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Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103195442A (en) * 2013-04-01 2013-07-10 平顶山天安煤业股份有限公司 Even-grouting structure of coal mine tunnel and construction technology thereof
CN103195441A (en) * 2013-04-01 2013-07-10 平顶山天安煤业股份有限公司 Supporting and reinforcing structure of coal mine tunnel and construction technology thereof
CN103899342A (en) * 2014-04-15 2014-07-02 中国矿业大学(北京) Gob-side entrydriving coal pillar anchor cable through reinforcing method
CN104879149A (en) * 2014-12-31 2015-09-02 龙口矿业集团有限公司 Bolt-grouting support method for roadway in three-soft high-stress region
CN104989437A (en) * 2015-07-23 2015-10-21 河南理工大学 Anchor cable partition anchoring and segmented pre-tightening stratum control method
CN105257317A (en) * 2015-10-13 2016-01-20 云南锡业股份有限公司 Loose large-section roadway support technology
CN105350993A (en) * 2015-10-08 2016-02-24 河南理工大学 Tunnel full-section anchor cable and beam injection combined supporting technology
CN105507923A (en) * 2015-12-29 2016-04-20 大同煤矿集团有限责任公司 Bolting-wire mesh-shotcreting support and bolt-cable coupling support integrated supporting method for large-span chamber
CN105759009A (en) * 2016-01-28 2016-07-13 山东大学 Method for detecting bolting-grouting effect of underground engineer rock mass based on micro-seismic monitoring
CN106401645A (en) * 2016-11-03 2017-02-15 河南理工大学 Pressure-relief support coordination control method for deep high-stress tunnel based on borehole pressure relief
CN107869350A (en) * 2017-10-25 2018-04-03 山东科技大学 A kind of new drop rushes colliery bolting with wire mesh method
CN107935516A (en) * 2017-11-17 2018-04-20 武汉理工大学 A kind of microdilatancy grout material that slurry is molded into for tunnel-liner vault band
CN108533287A (en) * 2018-04-16 2018-09-14 西安科技大学 Deep cavern excavation construction method based on the analysis of country rock subregion failure evolvement
CN108561153A (en) * 2018-04-03 2018-09-21 华北科技学院 Echelon method for protecting support based on deep great horizontal stress circular tunnel composite bearing body
CN109339834A (en) * 2018-11-02 2019-02-15 山东科技大学 A kind of method for protecting support of anchor pole-anchor cable cooperative transformation stress

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3139730A (en) * 1955-02-17 1964-07-07 Chester I Williams Rock anchor
CN101906977A (en) * 2010-07-21 2010-12-08 中国矿业大学(北京) Method for preventing and treating large deformation and collapse of softrock tunnel
CN101967984A (en) * 2010-09-03 2011-02-09 安徽理工大学 Deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method
CN102200020A (en) * 2011-04-26 2011-09-28 山东大学 Yielding type special-shaped beam anchor rope truss roadway support system

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3139730A (en) * 1955-02-17 1964-07-07 Chester I Williams Rock anchor
CN101906977A (en) * 2010-07-21 2010-12-08 中国矿业大学(北京) Method for preventing and treating large deformation and collapse of softrock tunnel
CN101967984A (en) * 2010-09-03 2011-02-09 安徽理工大学 Deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method
CN102200020A (en) * 2011-04-26 2011-09-28 山东大学 Yielding type special-shaped beam anchor rope truss roadway support system

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
王汉鹏等: "深部厚煤层回采巷道围岩破坏机制及支护优化", 《采矿与安全工程学报》 *
王琦等: "深部厚顶煤巷道高预应力锚索梁支护优化技术研究", 《中国煤炭》 *

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CN103195442A (en) * 2013-04-01 2013-07-10 平顶山天安煤业股份有限公司 Even-grouting structure of coal mine tunnel and construction technology thereof
CN103195441A (en) * 2013-04-01 2013-07-10 平顶山天安煤业股份有限公司 Supporting and reinforcing structure of coal mine tunnel and construction technology thereof
CN103195442B (en) * 2013-04-01 2016-07-06 平顶山天安煤业股份有限公司 A kind of uniform slip casting structure of coal mine roadway and construction technology thereof
CN103195441B (en) * 2013-04-01 2016-08-31 平顶山天安煤业股份有限公司 A kind of supporting and reinforcing structure of coal mine tunnel and construction technology thereof
CN103899342A (en) * 2014-04-15 2014-07-02 中国矿业大学(北京) Gob-side entrydriving coal pillar anchor cable through reinforcing method
CN104879149A (en) * 2014-12-31 2015-09-02 龙口矿业集团有限公司 Bolt-grouting support method for roadway in three-soft high-stress region
CN104989437B (en) * 2015-07-23 2017-12-26 河南理工大学 A kind of anchor cable subregion anchoring segmentation pretension CONTROL OF STRATA MOVEMENT method
CN104989437A (en) * 2015-07-23 2015-10-21 河南理工大学 Anchor cable partition anchoring and segmented pre-tightening stratum control method
CN105350993A (en) * 2015-10-08 2016-02-24 河南理工大学 Tunnel full-section anchor cable and beam injection combined supporting technology
CN105350993B (en) * 2015-10-08 2017-12-12 河南理工大学 A kind of roadway full-fracture-surfacanchoring-rod anchor cable beam spray Combined Support Technology
CN105257317A (en) * 2015-10-13 2016-01-20 云南锡业股份有限公司 Loose large-section roadway support technology
CN105507923A (en) * 2015-12-29 2016-04-20 大同煤矿集团有限责任公司 Bolting-wire mesh-shotcreting support and bolt-cable coupling support integrated supporting method for large-span chamber
CN105759009B (en) * 2016-01-28 2017-08-01 山东大学 A kind of underground engineering rock mass anchor based on micro seismic monitoring notes the detection method of effect
CN105759009A (en) * 2016-01-28 2016-07-13 山东大学 Method for detecting bolting-grouting effect of underground engineer rock mass based on micro-seismic monitoring
CN106401645B (en) * 2016-11-03 2018-03-13 河南理工大学 A kind of deep high stress tunnel pressure relief support control method for coordinating based on drilling release
CN106401645A (en) * 2016-11-03 2017-02-15 河南理工大学 Pressure-relief support coordination control method for deep high-stress tunnel based on borehole pressure relief
CN107869350A (en) * 2017-10-25 2018-04-03 山东科技大学 A kind of new drop rushes colliery bolting with wire mesh method
CN107935516A (en) * 2017-11-17 2018-04-20 武汉理工大学 A kind of microdilatancy grout material that slurry is molded into for tunnel-liner vault band
CN107935516B (en) * 2017-11-17 2020-04-21 武汉理工大学 Micro-expansion grouting material for grouting with mold at arch crown of tunnel lining
CN108561153A (en) * 2018-04-03 2018-09-21 华北科技学院 Echelon method for protecting support based on deep great horizontal stress circular tunnel composite bearing body
CN108533287A (en) * 2018-04-16 2018-09-14 西安科技大学 Deep cavern excavation construction method based on the analysis of country rock subregion failure evolvement
CN109339834A (en) * 2018-11-02 2019-02-15 山东科技大学 A kind of method for protecting support of anchor pole-anchor cable cooperative transformation stress

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