CN107762518B - Tunnel cantilevered advance anchor bolt drivage method - Google Patents
Tunnel cantilevered advance anchor bolt drivage method Download PDFInfo
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- CN107762518B CN107762518B CN201610686331.4A CN201610686331A CN107762518B CN 107762518 B CN107762518 B CN 107762518B CN 201610686331 A CN201610686331 A CN 201610686331A CN 107762518 B CN107762518 B CN 107762518B
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- anchor bolt
- steel
- reinforced anchor
- advance
- shelf
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- 238000000034 method Methods 0.000 title claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 91
- 239000010959 steel Substances 0.000 claims abstract description 91
- 239000004576 sand Substances 0.000 claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 12
- 239000011378 shotcrete Substances 0.000 claims abstract description 12
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 8
- 239000011435 rock Substances 0.000 claims description 18
- 210000001015 abdomen Anatomy 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 7
- 239000004575 stone Substances 0.000 claims description 6
- 239000007921 spray Substances 0.000 claims description 4
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 3
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 3
- 241001330002 Bambuseae Species 0.000 claims description 3
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 3
- 239000011425 bamboo Substances 0.000 claims description 3
- 238000010009 beating Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 2
- 238000007596 consolidation process Methods 0.000 abstract description 4
- 238000010276 construction Methods 0.000 description 12
- 238000005516 engineering process Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 102000002322 Egg Proteins Human genes 0.000 description 2
- 108010000912 Egg Proteins Proteins 0.000 description 2
- 210000004681 ovum Anatomy 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 210000005239 tubule Anatomy 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0093—Accessories
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention relates to tunnel cantilevered advance anchor bolt drivage methods, pre-buried advanced reinforced anchor bolt pipeline, after the I-steel steel arch of face erects, it is embedded in gunite concrete according to the pre-buried preset steel pipe of the angle of advanced reinforced anchor bolt as advanced reinforced anchor bolt pipeline, and by preset steel pipe.Reinforced anchor bolt is squeezed into face by preset steel pipe, each reinforced anchor bolt is all equivalent to the cantilever of tail portion consolidation, and whole reinforced anchor bolts are inserted into face as one " the brim of a hat ", form the advance support of a cyclic advance.The problem of preset steel pipe solves first supporting, beats advanced reinforced anchor bolt afterwards.Worker's operation under supporting, substantially increases safety.It is put into backboard above reinforced anchor bolt and blocks sand leakage and landslide.Backboard can it is circumferential, laterally urge.Therefore sand leakage and landslide can be blocked in time, make what constructing tunnel can guarantee both quality and quantity smoothly completing and constructing.
Description
Technical field
The present invention relates to a kind of method for tunnel construction in traffic infrastructure field, more particularly to a kind of tunnel cantilevered
Advance anchor bolt drivage method.
Background technique
Various undesirable geological states are frequently encountered during constructing tunnel, then produce various driving methods, such as
Steel tube shed method, advanced tubule method, advance anchor bolt method, Curtain Grouting Method.But its existing advantage of every kind of method has its limitation again.
Currently, the wall rock geology condition that constructing tunnel encounters is to rush proluvial cobble, severely-weathered silty.Cobble is in loose structure,
Basement rock country rock is that silty is main burning into sand rock, conglomerate, severely-weathered, category ultimate soft rock class.After country rock excavates, vault country rock is without branch
Easy slump when shield, water burst, gushes sand at roof fall, and small collapsing easily occurs in side wall.Country rock is just caved in by air drill vibration when ductule is constructed,
One sand leakage hole can leak out several sides or more than ten side's sandy gravels.Daguanpeng construction caunches difficulty, not can solve sand leakage problem, and apply
Work speed is slow.There is this as it can be seen that above-mentioned construction method cannot complete the constructing tunnel of above-mentioned geological conditions,
It can be seen that above-mentioned existing method for tunnel construction cannot complete the constructing tunnel of above-mentioned geological conditions, this hair
Bright people is actively subject to research and innovation, to found a kind of new tunnel cantilevered advance anchor bolt drivage method, can improve general existing
Some method for tunnel construction make it with more practicability.
Summary of the invention
It is a primary object of the present invention to, overcome defect existing for existing method for tunnel construction, and provide a kind of new
Tunnel cantilevered advance anchor bolt drivage method, the technical problem to be solved is that make its wall rock geology condition be rush proluvial cobble,
Severely-weathered silty, the completion that can successfully guarantee both quality and quantity.
It is to be solved another object of the present invention is to provide a kind of new tunnel cantilevered advance anchor bolt drivage method
Technical problem is that it is made to ensure not cave in, safe construction, thus more suitable for practical.
The object of the invention to solve the technical problems adopts the following technical solutions to realize.It proposes according to the present invention
A kind of tunnel cantilevered advance anchor bolt drivage method, with one 50 centimetres of cyclic advance, top bar excavating load, including following step
It is rapid:
Step 1: vertical I-steel steel arch-shelf punches at a certain distance in I-steel steel arch-shelf abdomen, has found I-steel steel arch
Frame welds longitudinally connected reinforcing bar and mesh sheet, fixing lock foot.
Step 2: preset steel pipe one end of the regular length cut is inserted in I-steel steel arch-shelf by preset advance anchor bolt pipeline
In the hole of abdomen, the other end of the preset steel pipe is welded below the I-steel steel arch-shelf of previous circulation.
Step 3: spraying full gunite concrete, full gunite concrete will be sprayed between the I-steel steel arch-shelf, become
Whole first branch system；
Step 4: multiple reinforced anchor bolts are squeezed into, each reinforced anchor bolt is squeezed into face by pre-buried preset steel pipe,
This step is squeezed into using sledgehammer, which is all squeezed into, and when encountering cobble stone, boulder and beating motionless, then shifts big ovum onto backboard
When before stone, the cobble before reinforced anchor bolt is excavated with drill rod or electric hammer, then reinforced anchor bolt is inserted into or is squeezed into, the reinforced anchor bolt
Tail portion and pre-buried preset steel pipe welding live.
Step 5: Ring Cutting, manually tool or digging machine are up annular from the arch springing of I-steel steel arch-shelf side by hand
It excavates, excavates a cyclic advance and then dig out reinforced anchor bolt, muti-piece backboard is put into respectively on those reinforced anchor bolts
Face prepares to block sand leakage and landslide；Dig where, just by backboard shift onto where, depending on adjoining rock stability situation, one section of digging, in time
Just the gunite concrete of one layer of 2CM~3CM of spray closes country rock, when encountering sand leakage and landslide, shifts backboard onto sand leakage rapidly and collapses
Orientation, which is set, to be blocked, and same method is excavated from the I-steel steel arch-shelf other side arch springing position toward vault direction.
Step 6 remaining core soil in advance, Core Soil are both support and the workbench of face, and height is with the people that stands above
Convenient, the longitudinal long 1M~2M of platform, the laterally wide 2M~4M of platform, side slope is trapezoidal, and extra native slag is removed with excavator.
Step 7: entering next circulation.
Cantilevered advance anchor bolt drivage method in tunnel above-mentioned, it is characterised in that wherein the I-steel steel arch-shelf abdomen is beaten
Diameter 50MM~the 60MM in hole is advisable with being inserted into preset steel pipe, pitch-row 30CM~40CM；3 length of preset steel pipe is
60CM~70CM, depending on I-steel spacing, the reinforced anchor bolt diameter 22MM~32MM, long 1.3~1.5M.
Cantilevered advance anchor bolt drivage method in tunnel above-mentioned, it is characterised in that wherein the backboard is plank or bamboo glue
Plate, the long 70CM~80CM of the backboard, width 10CM~20CM, thickness 2CM~3CM.
The present invention has obvious advantages and beneficial effects compared with the existing technology.It at least has the advantage that
1, cantilevered advance anchor bolt drivage method in tunnel of the present invention, pre-buried advance anchor bolt pipeline, the I-steel steel arch of face
Erect it is good after, according to the pre-buried preset steel pipe of the angle of advanced reinforced anchor bolt as advance anchor bolt pipeline, and by preset steel
Pipe is embedded in gunite concrete.Reinforced anchor bolt is squeezed into face by preset steel pipe, each reinforced anchor bolt is all equivalent to
The cantilever of tail portion consolidation, whole reinforced anchor bolts are inserted into face as one " the brim of a hat ", form the advanced of a cyclic advance
Supporting.The problem of preset steel pipe solves first supporting, beats advanced reinforced anchor bolt afterwards.Worker's operation under supporting, greatly improves
Safety.
2, the present invention is put into backboard above reinforced anchor bolt and blocks sand leakage and landslide.Backboard can it is circumferential, laterally urge.Cause
This can block sand leakage and landslide in time, make what constructing tunnel can guarantee both quality and quantity smoothly completing and constructing.
3, The present invention reduces the vibrations to country rock.It using manually squeezing into, is shaken than air drill small more, reduces mechanical shake
Sandstone slump caused by dynamic, to ensure the safety of construction.
The above description is only an overview of the technical scheme of the present invention, in order to better understand the technical means of the present invention,
And it can be implemented in accordance with the contents of the specification, and in order to allow above and other objects, features and advantages of the invention can
It is clearer and more comprehensible, it is special below to lift preferred embodiment, and cooperate attached drawing, detailed description are as follows.
Detailed description of the invention
Fig. 1 is present invention construction schematic diagram.
Wherein:
1: face 2: reinforced anchor bolt
3: preset steel pipe 4: gunite concrete
5: I-steel steel arch-shelf 6: Core Soil
Specific embodiment
It is of the invention to reach the technical means and efficacy that predetermined goal of the invention is taken further to illustrate, below in conjunction with
Attached drawing and preferred embodiment, to cantilevered advance anchor bolt drivage method proposed according to the present invention its specific implementation step, feature and
Its effect, detailed description is as follows.
Refering to Figure 1, the cantilevered advance anchor bolt drivage method of present pre-ferred embodiments, mainly include with its with
For one 50 centimetres of cyclic advance, top bar excavating load, comprising the following steps:
Step 1: vertical I-steel steel arch-shelf 5 punches at a certain distance in 5 abdomen of I-steel steel arch-shelf, has found I-steel steel
Arch 5 welds longitudinally connected reinforcing bar and mesh sheet, fixing lock foot.Wherein, diameter 50MM~60MM of punching, pitch-row 30CM~
40MM
Step 2: 3 one end of preset steel pipe of the regular length cut is inserted in I-steel steel arch by preset advance anchor bolt pipeline
In the hole of 5 abdomen of frame, the other end of the preset steel pipe 3 is welded below the I-steel steel arch-shelf 5 of previous circulation.Described is pre-
Setting 3 length of steel pipe is 60CM~70CM
Step 3: spraying full gunite concrete 4.Full gunite concrete 4 will be sprayed between the I-steel steel arch-shelf 5, become
Complete just branch system.
Step 4: squeezing into multiple reinforced anchor bolts 2, each reinforced anchor bolt 2 is squeezed into area by pre-buried preset steel pipe 3
Face 1, this step are squeezed into using sledgehammer, which are all squeezed into, and when encountering cobble stone, boulder and beating motionless, then shift onto backboard
When before cobble stone, boulder, the cobble of 2 front of reinforced anchor bolt is excavated with drill rod or electric hammer, then reinforced anchor bolt 2 is inserted into or is squeezed into, the steel
The tail portion of muscle anchor pole 2 and pre-buried preset steel pipe 3 weld.Wherein the reinforced anchor bolt diameter 22MM~32MM, it is long by 1.3~
1.5M.The backboard is plank or bamboo slab rubber, the long 70CM~80CM of the backboard, width 10CM~20CM, thickness 2CM~3CM.
Step 5: Ring Cutting, manually tool or the digging machine up ring from the arch springing of 5 side of I-steel steel arch-shelf by hand
Shape is excavated, and is excavated a cyclic advance, then, is dug out reinforced anchor bolt 2, muti-piece backboard is put into those reinforced anchor bolts respectively
Above 2, prepare to block sand leakage and landslide；Dig where, just by backboard shift onto where, depending on adjoining rock stability situation, one section of digging, and
When at the beginning of the gunite concrete of one layer of 2CM~3CM of spray close country rock, when encountering sand leakage and landslide, shift backboard onto sand leakage rapidly
Landslide position is blocked, and same method is excavated from 5 other side arch springing position of I-steel steel arch-shelf toward vault direction again；
Step 6 remaining core soil in advance 6, Core Soil 6 are both support and the workbench of face 1, and height to stand above
People is convenient, and platform longitudinally long 1M~2M, laterally wide 2M~4M, trapezoidal, extra native slag is removed with excavator；
Step 7: entering next circulation.
The working principle of the invention is the short advanced protection knot of cantilevered that the reinforced anchor bolt 2 squeezed into is tail portion consolidation
Structure, advanced range are 50CM~100CM, and reinforced anchor bolt 2 can use reinforcement fabrication.Since 2 tail portion of reinforced anchor bolt is in preset steel pipe 3
Consolidation, therefore, reinforced anchor bolt 2 are equivalent to a cantilever statically determinate structure, this 5 spacing of I-steel steel arch-shelf in 50CM~60CM,
In practice of construction, most of reinforced anchor bolt 2 can hit the person 70CM~100CM of face 1, it is sufficient to carry sand leakage and collapse
The load of side, in addition provisional protection is played the role of in backboard leak stopping.
The present invention is suitable for the loose structure of sand ovum country rock and non-construction of explosion or the set of tunneling construction of loess country rock.
The above described is only a preferred embodiment of the present invention, be not intended to limit the present invention in any form, though
So the present invention has been disclosed as a preferred embodiment, and however, it is not intended to limit the invention, any technology people for being familiar with this profession
Member, without departing from the scope of the present invention, when the technology contents using the disclosure above make a little change or modification
For the equivalent embodiment of equivalent variations, but anything that does not depart from the technical scheme of the invention content, according to the technical essence of the invention
Any simple modification, equivalent change and modification to the above embodiments, all of which are still within the scope of the technical scheme of the invention.
Claims (3)
1. a kind of tunnel cantilevered advance anchor bolt drivage method, it is characterised in that, with one 50 centimetres of cyclic advance, top bar is opened for it
Digging method, comprising the following steps:
Step 1: vertical I-steel steel arch-shelf (5), in I-steel steel arch-shelf (5), abdomen punches at a certain distance, has found I-steel steel
Arch (5) welds longitudinally connected reinforcing bar and mesh sheet, fixing lock foot；
Step 2: preset steel pipe (3) one end of the regular length cut is inserted in I-steel steel arch-shelf by preset advance anchor bolt pipeline
(5) in the hole of abdomen, the other end of the preset steel pipe (3) is welded on the I-steel steel arch-shelf (5) of previous circulation below；
Step 3: spray full gunite concrete (4), full gunite concrete (4) will be sprayed between the I-steel steel arch-shelf (5), make its at
For complete just branch system；
Step 4: squeezing into multiple reinforced anchor bolts (2), each reinforced anchor bolt (2) is squeezed into the palm by pre-buried preset steel pipe (3)
Sub- face (1), this step are squeezed into using sledgehammer, which is all squeezed into, when encountering cobble stone, boulder and beating motionless, then wait carry on the back
When plate is shifted onto before cobble stone, boulder, the cobble before reinforced anchor bolt (2) is excavated with drill rod or electric hammer, then reinforced anchor bolt (2) are inserted into
Or squeeze into, the tail portion of the reinforced anchor bolt (2) and pre-buried preset steel pipe (3) weld；
Step 5: Ring Cutting, manually tool or digging machine are up annular from the arch springing of I-steel steel arch-shelf (5) side by hand
It excavates, excavates a cyclic advance, then, dig out reinforced anchor bolt (2), muti-piece backboard is put into those reinforced anchor bolts respectively
(2) above, prepare to block sand leakage and landslide；Dig where, just by backboard shift onto where, depending on adjoining rock stability situation, one section of digging,
Just the gunite concrete (4) of one layer of 2CM~3CM of spray closes country rock in time, when encountering sand leakage and landslide, rapidly shifts backboard onto
Sand leakage landslide position is blocked, and same method is excavated from I-steel steel arch-shelf (5) other side arch springing position toward vault direction；
Step 6 remaining core soil in advance (6), Core Soil (6) are both support and the workbench of face (1), and height is with above
The people that stands is convenient, and the longitudinal long 1M~2M of platform, the laterally wide 2M~4M of platform, side slope is trapezoidal, extra native slag excavator
Excavate；
Step 7: entering next circulation.
2. cantilevered advance anchor bolt drivage method in tunnel according to claim 1, it is characterised in that the wherein I-steel
Diameter 50MM~60MM of steel arch-shelf (5) abdomen punching, is advisable with being inserted into preset steel pipe (3), pitch-row 30CM~40CM；Described
Preset steel pipe (3) length is 60CM~70CM, depending on I-steel spacing, the reinforced anchor bolt (2) diameter 22MM~32MM,
Long 1.3~1.5M.
3. according to claim 1 to cantilevered advance anchor bolt drivage method in tunnel described in any claim in 2, it is characterised in that
Wherein the backboard is plank or bamboo slab rubber, the long 70CM~80CM of the backboard, width 10CM~20CM, thickness 2CM~3CM.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610686331.4A CN107762518B (en) | 2016-08-18 | 2016-08-18 | Tunnel cantilevered advance anchor bolt drivage method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610686331.4A CN107762518B (en) | 2016-08-18 | 2016-08-18 | Tunnel cantilevered advance anchor bolt drivage method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107762518A CN107762518A (en) | 2018-03-06 |
| CN107762518B true CN107762518B (en) | 2019-05-31 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201610686331.4A Active CN107762518B (en) | 2016-08-18 | 2016-08-18 | Tunnel cantilevered advance anchor bolt drivage method |
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Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112943299B (en) * | 2021-01-28 | 2023-06-23 | 龚伦 | Tunnel front edge support construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1585770A (en) * | 1976-08-05 | 1981-03-11 | Tsuzuki J | Concrete segment |
| CN103939107A (en) * | 2014-04-28 | 2014-07-23 | 山东黄金矿业（玲珑）有限公司 | Method for forming roadway in inbreak loose rock |
| CN104018864A (en) * | 2014-06-27 | 2014-09-03 | 福州市规划设计研究院 | Forepoling radial anchor bolt structure and construction method thereof |
| 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 |
| CN104389609A (en) * | 2014-09-24 | 2015-03-04 | 中国水利水电第十四工程局有限公司 | No-blasting mechanical digging method |
| CN205477642U (en) * | 2016-03-11 | 2016-08-17 | 中铁十八局集团有限公司 | Grow up and bury blow tunnel solderless supporting construction deeply |
-
2016
- 2016-08-18 CN CN201610686331.4A patent/CN107762518B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1585770A (en) * | 1976-08-05 | 1981-03-11 | Tsuzuki J | Concrete segment |
| CN103939107A (en) * | 2014-04-28 | 2014-07-23 | 山东黄金矿业（玲珑）有限公司 | Method for forming roadway in inbreak loose rock |
| CN104018864A (en) * | 2014-06-27 | 2014-09-03 | 福州市规划设计研究院 | Forepoling radial anchor bolt structure and construction method thereof |
| CN104389609A (en) * | 2014-09-24 | 2015-03-04 | 中国水利水电第十四工程局有限公司 | No-blasting mechanical digging method |
| 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 |
| CN205477642U (en) * | 2016-03-11 | 2016-08-17 | 中铁十八局集团有限公司 | Grow up and bury blow tunnel solderless supporting construction deeply |
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| CN107762518A (en) | 2018-03-06 |
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