CN104314585A - Pre-reinforcement method and pre-reinforcement structure for full section of tunnel - Google Patents
Pre-reinforcement method and pre-reinforcement structure for full section of tunnel Download PDFInfo
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- CN104314585A CN104314585A CN201410545526.8A CN201410545526A CN104314585A CN 104314585 A CN104314585 A CN 104314585A CN 201410545526 A CN201410545526 A CN 201410545526A CN 104314585 A CN104314585 A CN 104314585A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 45
- 238000000034 method Methods 0.000 title claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 40
- 238000003754 machining Methods 0.000 claims description 59
- 239000003365 glass fiber Substances 0.000 claims description 19
- 238000007596 consolidation process Methods 0.000 claims description 10
- 239000002184 metal Substances 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 4
- 235000007164 Oryza sativa Nutrition 0.000 claims description 3
- 235000009566 rice Nutrition 0.000 claims description 3
- 240000007594 Oryza sativa Species 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 24
- 238000009412 basement excavation Methods 0.000 abstract description 19
- 230000000694 effects Effects 0.000 abstract description 5
- 238000001125 extrusion Methods 0.000 abstract description 4
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 239000002689 soil Substances 0.000 description 4
- 230000005641 tunneling Effects 0.000 description 3
- 241000209094 Oryza Species 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 235000019994 cava Nutrition 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000007654 immersion Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
- 230000008093 supporting effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a pre-reinforcement method and a pre-reinforcement structure for a full section of a tunnel. The method comprises the following steps: S1, arranging a plurality of conduits (1) in the surrounding rock of a to-be-excavated tunnel and along the contour line of a tunnel face (4), and grouting to the surrounding rock of the to-be-excavated tunnel through the conduits (1); S2, arranging a plurality of free-cutting anchor rods (2) in the to-be-excavated tunnel from the tunnel face (4); S3, excavating the tunnel face (4). The pre-reinforcement method and the pre-reinforcement structure disclosed by the invention are easy in field operation, reasonable in reinforcement cost, high in safety and good in reinforcement effect, and the problem that the working face of the tunnel collapses due to excessive extrusion deformation during a loess tunnel excavation and support process of full section excavation to influence the primary support stability is solved very well; as mechanized construction is not influenced by the free-cutting anchor rods during the construction process, so that the construction speed is quickened very well, the reasonable construction cost is kept, the construction safety, the construction quality, the construction period and the like are ensured, and the tunnel construction level is improved; the pre-reinforcement method and the pre-reinforcement structure have very good site construction value.
Description
Technical field
The present invention relates to tunnelling technical field, particularly, relate to a kind of full section of tunnel pre-reinforcement method and structure.
Background technology
Along with the development of railway and highway, excavate in a lot of local needs the tunnel passing through Loess Layer.For the chiltern Loess Layer passing through stability extreme difference, the loess especially recently piled up, the dry density of soil is less, and porosity is larger, and compressive strain is large and permeability is strong.After immersion saturated, soil texture easily destroys, and cohesion reduces rapidly, and presents stronger settlement by soaking.There is saturated yielding joint district in ground under the effect of water, forms funnel and cratering sometimes.And joint plane is parallel with the steep bank on ground, stress release after tunnel excavation, easily produces unloading joint, unfavorable to Tunnel Stability, needs immediate support lining cutting.But present job site generally reinforces the country rock of tunneling while carrying out tunnelling, and construction cost is high and supporting effect is unsatisfactory, and work plane caves in affects preliminary bracing stability, and there is great security risk.
Because the above-mentioned shortcoming of prior art, need to provide a kind of new full section of tunnel pre-reinforcement method.
Summary of the invention
The object of this invention is to provide a kind of full section of tunnel pre-reinforcement method, it can solve in the loess tunnel excavation and support processes of full face excavation, and work plane caves in affects the problem of preliminary bracing stability.
To achieve these goals, the invention provides a kind of full section of tunnel pre-reinforcement method, it comprises the following steps:
S1, in country rock to be holed, arrange many conduits along the outline line of face, and by described conduit to wall rock grouting described to be holed;
S2, from face to waiting interior layout many free-machining anchor bars of holing;
S3, face to be excavated.
Preferably, in step sl, after first being closed by face with concrete, more described conduit is arranged; And/or, in step s 2, after first being closed by face with concrete, then arrange described free-machining anchor bar.
Preferably, described conduit is metal catheter tube wall offering through hole.
Preferably, described conduit extends in country rock to be holed from the outline line of face, and the angle between the tangent plane to be holed at the starting point place of described conduit and the axis of described conduit is b, wherein, and 10 °≤b≤20 °.
Preferably, the length L of described conduit is 4m ~ 6m, pushes ahead distance for carrying out a step S1 during a at face, wherein, and 2m≤a≤4m.
Preferably, described free-machining anchor bar is glass fiber anchor pole.
Preferably, step S2 comprises:
S21, from face to internal drilling to be holed;
S22, described free-machining anchor bar to be inserted in described hole, and fill the gap between described hole and described free-machining anchor bar with compo.
Preferably, described free-machining anchor bar and centerline parallel to be holed.
Preferably, the length M of described free-machining anchor bar is 5m ~ 7m, and the spacing between adjacent described free-machining anchor bar is 0.8m ~ 1m, pushes ahead distance carry out a step S2 for during c rice at face, wherein, and c≤M-1.
The present invention also provides a kind of full section of tunnel pre-reinforcement structure, and it comprises waits to hole and country rock, many conduits and Duo Gen free-machining anchor bar; Described conduit is arranged in country rock to be holed along the outline line of face, and forms surrounding rock consolidation circle by described conduit to wall rock grouting described to be holed; From face to waiting interior layout many free-machining anchor bars of holing.
Preferably, described conduit is metal catheter tube wall offering through hole.
Preferably, described conduit extends in country rock to be holed from the outline line of face, and the angle between the tangent plane to be holed at the starting point place of described conduit and the axis of described conduit is b, wherein, and 10 °≤b≤20 °.
Preferably, the length L of described conduit is 4m ~ 6m.
Preferably, the external diameter of conduit is 40mm ~ 45mm, and pipe thickness is 2mm ~ 5mm.
Preferably, described free-machining anchor bar is glass fiber anchor pole.
Preferably, described free-machining anchor bar and centerline parallel to be holed.
Preferably, the length M of described free-machining anchor bar is 5m ~ 7m, and the spacing between adjacent described free-machining anchor bar is 0.8m ~ 1m.
Conduit in technique scheme and the layout of free-machining anchor bar, be easy to execute-in-place, reinforcement cost is reasonable, safety is high and consolidation effect is excellent, solve in the loess tunnel excavation and support processes of full face excavation well, tunnel front occurs because extrusion deformation is excessive caving in thus affects the problem of preliminary bracing stability, has good practicality.Because free-machining anchor bar does not affect mechanical execution in work progress, accelerate construction speed well, and maintain rational construction cost, ensure that construction safety, quality and duration etc., improve constructing tunnel level, there is good site operation and be worth.
Other features and advantages of the present invention are described in detail in detailed description of the invention part subsequently.
Accompanying drawing explanation
Accompanying drawing is used to provide a further understanding of the present invention, and forms a part for manual, is used from explanation the present invention, but is not construed as limiting the invention with detailed description of the invention one below.In the accompanying drawings:
Fig. 1 is the structural representation of full section of tunnel pre-reinforcement structure of the present invention;
Fig. 2 is the cross sectional representation of full section of tunnel pre-reinforcement structure of the present invention
Description of reference numerals
1 conduit 2 free-machining anchor bar
3 steel arch-shelf 4 faces
F face direction of propulsion
Detailed description of the invention
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in detail.Should be understood that, detailed description of the invention described herein, only for instruction and explanation of the present invention, is not limited to the present invention.
First, present embodiment provides a kind of full section of tunnel pre-reinforcement method, and this full section of tunnel pre-reinforcement method comprises the following steps:
S1, in country rock to be holed, arrange conduit 1 along the outline line of face 4, and by conduit 1 to wall rock grouting (as depicted in figs. 1 and 2) described to be holed;
S2, from face 4 to waiting interior layout many free-machining anchor bars 2 (as depicted in figs. 1 and 2) of holing;
S3, face 4 to be excavated.
Wherein, country rock refer to cavern all around around rock or soil, and the country rock in present embodiment refers to rock or the soil of tunnel surrounding.And, above-mentioned step S1 and step S2 all carries out according to when having conduit 1 and free-machining anchor bar 2 in waiting to hole, and can individually carry out also can carrying out simultaneously, but need ensure when excavating face 4, near face 4 wait hole in be furnished with free-machining anchor bar 2, and be furnished with conduit 1 in the country rock of correspondence.
Conduit 1 in present embodiment and the layout of free-machining anchor bar 2, be easy to execute-in-place, reinforcement cost is reasonable, safety is high and consolidation effect is excellent, solve in the loess tunnel excavation and support processes of full face excavation well, tunnel front occurs because extrusion deformation is excessive caving in thus affects the stability problem of preliminary bracing (such as steel arch-shelf 3), has good practicality.Because free-machining anchor bar 2 does not affect mechanical execution in work progress, accelerate construction speed well, and maintain rational construction cost, ensure the safety of construction, quality and duration etc., improve constructing tunnel level, there is good site operation and be worth.
During Specific construction operation, first according to the feature of Loess Layer, formulate the construction parameter of pre-reinforcement, as length, spacing, type, whether slip casting.As one preferred embodiment, in step sl, after first being closed by face 4 with concrete, then conduit 1 is arranged; And/or, in step s 2, after first being closed by face 4 with concrete, then arrange free-machining anchor bar 2.By first sprayed mortar, face 4 is closed, so that the layout of conduit 1 and/or free-machining anchor bar 2, and can prevent from occurring accidents such as subsiding in placement process.
Wherein, conduit 1 is preferably metal catheter tube wall offering through hole.Conduit 1 is applied to country rock to be holed at the outline line along face 4; and by conduit 1 to wall rock grouting; the certain thickness surrounding rock consolidation circle of formation around waiting to hole, then carries out excavation operation, to ensure construction safety under the protection of surrounding rock consolidation circle.
Particularly, conduit 1 extends in country rock to be holed from the outline line of face 4, and the angle between the tangent plane to be holed at the starting point place of conduit 1 and the axis of conduit 1 is b, wherein, 10 °≤b≤20 °, is preferably b=15 ° in the present embodiment.Further, conduit 1 is preferably the hot rolled seamless steel tube of external diameter 42mm, thick 3.5mm, and the length L of conduit 1 is 4m ~ 6m, pushes ahead distance for carrying out a step S1 during a at face 4 along face direction of propulsion F, wherein, and 2m≤a≤4m.The length L of conduit 1 is preferably 4.5m in the present embodiment, preferred advance distance a=3m, now, is about 0.4m along the spacing between conduit 1 adjacent on tunnel centerline direction.
Further, free-machining anchor bar 2 is preferably glass fiber anchor pole.Glass fiber anchor pole is the rod-like structure with higher-strength characteristic and larger fragility, and excavation mechinery can dig disconnected glass fiber anchor pole easily, and anchor metal can not be used to treat to hole and reinforce.The characterisitic parameter of this pre-reinforcement structure has the length of glass fiber anchor pole, lap length, geometry to distribute and gap length.
In the present embodiment, step S2 comprises:
S21, from face 4 to internal drilling to be holed;
S22, free-machining anchor bar 2 to be inserted in described hole, and with the gap between compo filler opening and free-machining anchor bar 2.
Particularly, first get out the hole of desired depth with auger boring machinery, then the glass fiber anchor pole of length-specific is inserted punch in hole, and inject compo immediately.All glass fiber anchor poles are excavated by machinery in digging process, when after tunnel excavation, when in face-advance core, the residue length of glass fiber anchor pole is not enough to guarantee to treat the pre-constraint of holing, then need to lay another group glass fiber anchor pole, excavation drilling depth is less than the length of glass fiber anchor pole.By that analogy, the excavation operation of circulation is formed, until tunnel excavation completes, to reach the object of continuous safe construction.
As one preferred embodiment, free-machining anchor bar 2 and centerline parallel to be holed.Free-machining anchor bar 2 is arranged in tunneling boring to be holed, and the length M of free-machining anchor bar 2 is 5m ~ 7m, and the spacing between adjacent free-machining anchor bar 2 is 0.8m ~ 1m, pushes ahead distance carry out a step S2 for during c rice at face 4, wherein, and c≤M-1.In the present embodiment, the length M of free-machining anchor bar 2 is preferably 6m, spacing between adjacent free-machining anchor bar 2 is preferably 1m, pushes ahead when distance is 5 meters carry out a step S2 at face 4, to ensure that the residue length of glass fiber anchor pole can guarantee pre-constraint to be holed.
In addition, present embodiment also provides a kind of full section of tunnel pre-reinforcement structure, and it comprises waits to hole and country rock, many conduits 1 and Duo Gen free-machining anchor bar 2; Conduit 1 is arranged in country rock to be holed along the outline line of face 4, and forms surrounding rock consolidation circle by conduit 1 to wall rock grouting to be holed; From face 4 to waiting interior layout many free-machining anchor bars 2 of holing.
Conduit 1 in present embodiment and the layout of free-machining anchor bar 2, be easy to execute-in-place, reinforcement cost is reasonable, safety is high and consolidation effect is excellent, solve in the loess tunnel excavation and support processes of full face excavation well, tunnel front occurs because extrusion deformation is excessive caving in thus affects the stability problem of preliminary bracing (such as steel arch-shelf 3), has good practicality.Because free-machining anchor bar 2 does not affect mechanical execution in work progress, accelerate construction speed well, and maintain rational construction cost, ensure the safety of construction, quality and duration etc., improve constructing tunnel level, there is good site operation and be worth.
Wherein, conduit 1 is preferably metal catheter tube wall offering through hole.Conduit 1 is applied to country rock to be holed at the outline line along face 4; and by conduit 1 to wall rock grouting; the certain thickness surrounding rock consolidation circle of formation around waiting to hole, then carries out excavation operation, to ensure construction safety under the protection of surrounding rock consolidation circle.
Particularly, conduit 1 extends in country rock to be holed from the outline line of face 4, and the angle between the tangent plane to be holed at the starting point place of conduit 1 and the axis of conduit 1 is b, wherein, 10 °≤b≤20 °, is preferably b=15 ° in the present embodiment.Further, the external diameter of conduit 1 is 40mm ~ 45mm, and pipe thickness is 2mm ~ 5mm, and wherein, conduit 1 preferably external diameter is 42mm, and pipe thickness is the hot rolled seamless steel tube of 3.5mm.The length L of conduit 1 is 4m ~ 6m, and the length L of conduit 1 is preferably 4.5m in the present embodiment, is about 0.4m along the spacing between conduit 1 adjacent on tunnel centerline direction.
Further, free-machining anchor bar 2 is preferably glass fiber anchor pole.Glass fiber anchor pole is the rod-like structure with higher-strength characteristic and larger fragility, and excavation mechinery can dig disconnected glass fiber anchor pole easily, and anchor metal can not be used to treat to hole and reinforce.The characterisitic parameter of this pre-reinforcement structure has the length of glass fiber anchor pole, lap length, geometry to distribute and gap length.
As one preferred embodiment, free-machining anchor bar 2 and centerline parallel to be holed.Free-machining anchor bar 2 is arranged in tunneling boring to be holed, and the length M of free-machining anchor bar 2 is 5m ~ 7m, and the spacing between adjacent free-machining anchor bar 2 is 0.8m ~ 1m.In the present embodiment, the length M of free-machining anchor bar 2 is preferably 6m, spacing between adjacent free-machining anchor bar 2 is preferably 1m, push ahead when distance is 5 meters at face 4 and arrange a free-machining anchor bar 2, to ensure that the residue length of glass fiber anchor pole can guarantee pre-constraint to be holed.
Below the preferred embodiment of the present invention is described in detail by reference to the accompanying drawings; but; the present invention is not limited to the detail in above-mentioned embodiment; within the scope of technical conceive of the present invention; can carry out multiple simple variant to technical scheme of the present invention, these simple variant all belong to protection scope of the present invention.
It should be noted that in addition, each the concrete technical characteristic described in above-mentioned detailed description of the invention, in reconcilable situation, can be combined by any suitable mode.In order to avoid unnecessary repetition, the present invention illustrates no longer separately to various possible combination.
In addition, also can be combined between various different embodiment of the present invention, as long as it is without prejudice to thought of the present invention, it should be considered as content disclosed in this invention equally.
Claims (17)
1. full section of tunnel pre-reinforcement method, is characterized in that, described full section of tunnel pre-reinforcement method comprises the following steps:
S1, in country rock to be holed, arrange many conduits (1) along the outline line of face (4), and by described conduit (1) to wall rock grouting described to be holed;
S2, from face (4) to waiting interior layout many free-machining anchor bars (2) of holing;
S3, face (4) to be excavated.
2. full section of tunnel pre-reinforcement method according to claim 1, is characterized in that, in step sl, after first being closed by face (4) with concrete, then arranges described conduit (1); And/or, in step s 2, after first being closed by face (4) with concrete, then arrange described free-machining anchor bar (2).
3. full section of tunnel pre-reinforcement method according to claim 1, is characterized in that, described conduit (1) is for tube wall offering the metal catheter of through hole.
4. full section of tunnel pre-reinforcement method according to claim 3, it is characterized in that, described conduit (1) extends in country rock to be holed from the outline line of face (4), angle between the tangent plane to be holed at the starting point place of described conduit (1) and the axis of described conduit (1) is b, wherein, 10 °≤b≤20 °.
5. full section of tunnel pre-reinforcement method according to claim 4, it is characterized in that, the length L of described conduit (1) is 4m ~ 6m, pushes ahead distance for carrying out a step S1 during a at described face (4), wherein, 2m≤a≤4m.
6. according to the full section of tunnel pre-reinforcement method in claim 1-5 described in any one, it is characterized in that, described free-machining anchor bar (2) is glass fiber anchor pole.
7. full section of tunnel pre-reinforcement method according to claim 6, it is characterized in that, step S2 comprises:
S21, from described face (4) to internal drilling to be holed;
S22, described free-machining anchor bar (2) to be inserted in described hole, and fill the gap between described hole and described free-machining anchor bar (2) with compo.
8. full section of tunnel pre-reinforcement method according to claim 6, is characterized in that, described free-machining anchor bar (2) and centerline parallel to be holed.
9. full section of tunnel pre-reinforcement method according to claim 8, it is characterized in that, the length M of described free-machining anchor bar (2) is 5m ~ 7m, spacing between adjacent described free-machining anchor bar (2) is 0.8m ~ 1m, push ahead distance at described face (4) and carry out a step S2 for during c rice, wherein, c≤M-1.
10. full section of tunnel pre-reinforcement structure, is characterized in that, described full section of tunnel pre-reinforcement structure comprises to be waited to hole and country rock, many conduits (1) and many free-machining anchor bars (2); Described conduit (1) is arranged in country rock to be holed along the outline line of face (4), and forms surrounding rock consolidation circle by described conduit (1) to wall rock grouting described to be holed; From face (4) to waiting interior layout many free-machining anchor bars (2) of holing.
11. full section of tunnel pre-reinforcement structures according to claim 10, it is characterized in that, described conduit (1) is for tube wall offering the metal catheter of through hole.
12. full section of tunnel pre-reinforcement structures according to claim 11, it is characterized in that, described conduit (1) extends in country rock to be holed from the outline line of face (4), angle between the tangent plane to be holed at the starting point place of described conduit (1) and the axis of described conduit (1) is b, wherein, 10 °≤b≤20 °.
13. full section of tunnel pre-reinforcement structures according to claim 12, is characterized in that, the length L of described conduit (1) is 4m ~ 6m.
14. full section of tunnel pre-reinforcement structures according to claim 13, is characterized in that, the external diameter of conduit (1) is 40mm ~ 45mm, and pipe thickness is 2mm ~ 5mm.
15., according to the full section of tunnel pre-reinforcement structure in claim 10-14 described in any one, is characterized in that, described free-machining anchor bar (2) is glass fiber anchor pole.
16. full section of tunnel pre-reinforcement structures according to claim 15, is characterized in that, described free-machining anchor bar (2) and centerline parallel to be holed.
17. full section of tunnel pre-reinforcement structures according to claim 16, it is characterized in that, the length M of described free-machining anchor bar (2) is 5m ~ 7m, the spacing between adjacent described free-machining anchor bar (2) is 0.8m ~ 1m.
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105156137A (en) * | 2015-08-31 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel side wall primary-supporting method in V-VI level surrounding rock |
| CN105888675A (en) * | 2016-06-22 | 2016-08-24 | 上海隧道工程有限公司 | Construction method for shield crossing railway line |
| CN105909256A (en) * | 2016-05-19 | 2016-08-31 | 大连理工大学 | Large-span weak surrounding rock tunnel construction method adopting face pre-reinforcement core soil reserving three-step temporary inverted arch technology |
| CN106761775A (en) * | 2016-12-14 | 2017-05-31 | 北京城建集团有限责任公司 | A kind of construction method of water-stop curtain |
| CN106968686A (en) * | 2017-03-28 | 2017-07-21 | 中国五冶集团有限公司 | A kind of pipe shed construction method |
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| CN110593905A (en) * | 2019-09-29 | 2019-12-20 | 同济大学 | Method for constructing full section of tunnel with advanced pre-reinforcement, primary lining and secondary lining |
| CN112963153A (en) * | 2021-02-07 | 2021-06-15 | 中交一公局集团有限公司 | Tunnel advanced pre-support construction method |
| CN113236286A (en) * | 2021-01-28 | 2021-08-10 | 中铁十九局集团第二工程有限公司 | Construction method for controlling large deformation of tunnel face of soft rock tunnel |
| CN113338996A (en) * | 2021-06-01 | 2021-09-03 | 北京市政建设集团有限责任公司 | Shallow-buried subsurface excavation method construction tunnel full-section reinforcing method and system |
| CN114382500A (en) * | 2022-01-21 | 2022-04-22 | 成都未来智隧科技有限公司 | Maintain stable excavation of tunnel face and strut integration construction equipment |
| CN114382501A (en) * | 2022-01-21 | 2022-04-22 | 成都未来智隧科技有限公司 | Excavation and support integrated construction method for maintaining tunnel face stability |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4038776A1 (en) * | 1989-12-07 | 1991-06-13 | Bucher Franz | Driving tunnel where rock face breaks away - involves oblique driving of anchor rods into solid roof rock and fixing ends in reinforced lining |
| CN101487393A (en) * | 2009-02-20 | 2009-07-22 | 中铁西南科学研究院有限公司 | Full-section pre-reinforcing construction method for tunnel free-machining anchor bar |
| CN202882938U (en) * | 2012-08-24 | 2013-04-17 | 中铁十二局集团有限公司 | Pre-reinforced structure of sand layer or soil layer tunnel face |
| CN103306687A (en) * | 2012-10-31 | 2013-09-18 | 王卓 | Construction method for deformation control via horizontal whirling jet grouting of long cantilever in soft-rock tunnel |
| CN204186394U (en) * | 2014-10-15 | 2015-03-04 | 中国神华能源股份有限公司 | Full section of tunnel pre-reinforcement structure |
-
2014
- 2014-10-15 CN CN201410545526.8A patent/CN104314585A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4038776A1 (en) * | 1989-12-07 | 1991-06-13 | Bucher Franz | Driving tunnel where rock face breaks away - involves oblique driving of anchor rods into solid roof rock and fixing ends in reinforced lining |
| CN101487393A (en) * | 2009-02-20 | 2009-07-22 | 中铁西南科学研究院有限公司 | Full-section pre-reinforcing construction method for tunnel free-machining anchor bar |
| CN202882938U (en) * | 2012-08-24 | 2013-04-17 | 中铁十二局集团有限公司 | Pre-reinforced structure of sand layer or soil layer tunnel face |
| CN103306687A (en) * | 2012-10-31 | 2013-09-18 | 王卓 | Construction method for deformation control via horizontal whirling jet grouting of long cantilever in soft-rock tunnel |
| CN204186394U (en) * | 2014-10-15 | 2015-03-04 | 中国神华能源股份有限公司 | Full section of tunnel pre-reinforcement structure |
Non-Patent Citations (2)
| Title |
|---|
| 卿三惠等: "《高速铁路建造技术•施工卷（上）》", 31 October 2013, 中国铁道出版社 * |
| 陈涛等: "隧道易切削锚杆全断面预加固的三维数值模拟", 《现代隧道技术》 * |
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| CN113236286B (en) * | 2021-01-28 | 2024-03-05 | 中铁十九局集团第二工程有限公司 | Construction method for controlling large deformation of tunnel face of soft rock tunnel |
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| CN113338996A (en) * | 2021-06-01 | 2021-09-03 | 北京市政建设集团有限责任公司 | Shallow-buried subsurface excavation method construction tunnel full-section reinforcing method and system |
| CN114382500A (en) * | 2022-01-21 | 2022-04-22 | 成都未来智隧科技有限公司 | Maintain stable excavation of tunnel face and strut integration construction equipment |
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