CN107762518A - Tunnel cantilevered advance anchor bolt drivage method - Google Patents
Tunnel cantilevered advance anchor bolt drivage method Download PDFInfo
- Publication number
- CN107762518A CN107762518A CN201610686331.4A CN201610686331A CN107762518A CN 107762518 A CN107762518 A CN 107762518A CN 201610686331 A CN201610686331 A CN 201610686331A CN 107762518 A CN107762518 A CN 107762518A
- Authority
- CN
- China
- Prior art keywords
- anchor bolt
- steel
- reinforced anchor
- advance
- preset
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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 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
Abstract
The present invention relates to tunnel cantilevered advance anchor bolt drivage method, pre-buried advanced reinforced anchor bolt pipeline, after the I-steel steel arch of face erects, it is embedded 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 in gunite concrete.Reinforced anchor bolt is squeezed into face by preset steel pipe, for each reinforced anchor bolt all equivalent to the cantilever of afterbody consolidation, whole reinforced anchor bolts insert face as one " the brim of a hat ", form the advance support of a cyclic advance.Preset steel pipe solves first supporting, the problem of beating advanced reinforced anchor bolt afterwards.Worker's operation under supporting, substantially increases security.Backboard closure sand leakage and landslide are put into above reinforced anchor bolt.Backboard can with ring, laterally urge.Therefore sand leakage and landslide can be blocked in time, make what constructing tunnel can guarantee both quality and quantity to smoothly complete, ensured safe construction again.
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 technology
Various bad geological states are frequently encountered during constructing tunnel, then generate 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.
At present, the wall rock geology condition that constructing tunnel runs into is to rush proluvial cobble, severely-weathered silty.Cobble is in loose structure,
Basement rock country rock is silty Wei Zhu Clip sandstone, conglomerate, severely-weathered, belongs to ultimate soft rock class.After country rock excavates, vault country rock is without branch
Easy slump during shield, roof fall, water burst, sand is gushed, small cave in easily occurs in side wall.Country rock is just caved in by air drill vibrations when ductule is constructed,
One sand leakage hole is with regard to that can spill several sides or more than ten side's sandy gravels.Daguanpeng construction caunches difficulty, it is impossible to solves the problems, such as sand leakage, and applies
Work speed is slow.Having that this is visible, above-mentioned construction method can not complete the constructing tunnel of above-mentioned geological conditions,
As can be seen here, above-mentioned existing method for tunnel construction can not complete the constructing tunnel of above-mentioned geological conditions, this hair
A person of good sense 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, it is set to have more practicality.
The content of the invention
It is a primary object of the present invention to, the defects of overcoming existing method for tunnel construction to exist, and provide a kind of new
Tunnel cantilevered advance anchor bolt drivage method, technical problem to be solved be make its wall rock geology condition be rush proluvial cobble,
Severely-weathered silty, the completion that can successfully guarantee both quality and quantity.
Another object of the present invention is to, there is provided a kind of new tunnel cantilevered advance anchor bolt drivage method, it is to be solved
Technical problem is to make it ensure not cave in, safe construction, thus more suitable for practicality.
The object of the invention to solve the technical problems is realized using following technical scheme.Itd is proposed according to the present invention
A kind of tunnel cantilevered advance anchor bolt drivage method, it is by taking 50 centimetres of a cyclic advance as an example, top bar excavating load, including with
Lower step：
Step 1：Vertical I-steel steel arch-shelf, is punched at a certain distance in I-steel steel arch-shelf belly, founds good I-steel steel arch
Frame, weld longitudinally connected reinforcing bar and mesh sheet, fixing lock pin.
Step 2：Preset advance anchor bolt pipeline, preset steel pipe one end of the regular length cut is inserted in I-steel steel arch-shelf
In the hole of belly, the other end of the preset steel pipe is welded on below the I-steel steel arch-shelf of previous circulation.
Step 3：The full gunite concrete of spray, full gunite concrete will be sprayed between described 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, and the reinforced anchor bolt is all squeezed into, and when running into cobble stone, boulder and beating motionless, then treats that backboard shifts big ovum onto
When before stone, the cobble before reinforced anchor bolt is excavated with drill rod or electric hammer, then reinforced anchor bolt is inserted or squeezed into, the reinforced anchor bolt
Afterbody and pre-buried preset steel pipe welding live.
Step 5：Ring Cutting, manually with instrument or digging machine, up annular is opened at the arch springing of I-steel steel arch-shelf side
Dig, excavate a cyclic advance, then, dig out reinforced anchor bolt, polylith backboard is put into above those reinforced anchor bolts respectively,
Prepare closure sand leakage and landslide；Dig where, just by backboard shift onto where, depending on adjoining rock stability situation, dig one section, in time first spray
One layer of 2CM~3CM gunite concrete closing country rock, when running into sand leakage and landslide, shift backboard onto sand leakage landslide position rapidly
Put and blocked, same method excavates from the I-steel steel arch-shelf opposite side arch springing position toward vault direction.
Step 6 remaining core soil in advance, Core Soil are both the support of face, are workbench again, its 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 unnecessary native slag is removed with excavator.
Step 7：Into next circulation.
Foregoing tunnel cantilevered advance anchor bolt drivage method, it is characterised in that wherein described I-steel steel arch-shelf belly is beaten
Diameter 50MM~the 60MM in hole, it is advisable with inserting preset steel pipe, pitch-row 30CM~40CM；The described length of preset steel pipe 3 is
60CM~70CM, depending on I-steel spacing, described reinforced anchor bolt diameter 22MM~32MM, long 1.3~1.5M.
Foregoing tunnel cantilevered advance anchor bolt drivage method, it is characterised in that wherein described backboard is plank or bamboo glue
Plate, the long 70CM~80CM of the backboard, wide 10CM~20CM, thick 2CM~3CM.
The present invention has clear advantage and beneficial effect compared with prior art.It at least has following advantages：
1st, 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 all equivalent to
The cantilever of afterbody consolidation, whole reinforced anchor bolts insert face as one " the brim of a hat ", form the advanced of cyclic advance
Supporting.Preset steel pipe solves first supporting, the problem of beating advanced reinforced anchor bolt afterwards.Worker's operation under supporting, is greatly improved
Security.
2nd, the present invention is put into backboard closure sand leakage and landslide above reinforced anchor bolt.Backboard can with ring, laterally urge.Cause
This can block sand leakage and landslide in time, make what constructing tunnel can guarantee both quality and quantity to smoothly complete, ensured safe construction again.
3rd, The present invention reduces the vibrations to country rock.Using manually squeezing into, smaller than air drill vibrations is more, reduces mechanical shake
Sandstone slump caused by dynamic, so as to ensure the security of construction.
Described above is only the general introduction of technical solution of the present invention, in order to better understand the technological means of the present invention,
And can be practiced according to the content of specification, and in order to allow the above and other objects, features and advantages of the present invention can
Become apparent, below especially exemplified by preferred embodiment, and coordinate accompanying drawing, describe in detail as follows.
Brief description of the drawings
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
Embodiment
Further to illustrate the present invention to reach the technological means and effect that predetermined goal of the invention is taken, below in conjunction with
Accompanying drawing and preferred embodiment, to according to cantilevered advance anchor bolt drivage method proposed by the present invention its specific implementation step, feature and
Its effect, describe in detail as after.
Refer to shown in Fig. 1, the cantilevered advance anchor bolt drivage method of present pre-ferred embodiments, its mainly include with its with
Exemplified by one 50 centimetres of cyclic advance, top bar excavating load, comprise the following steps：
Step 1：Vertical I-steel steel arch-shelf 5, punches, founds good I-steel steel at a certain distance in the belly of I-steel steel arch-shelf 5
Bow member 5, weld longitudinally connected reinforcing bar and mesh sheet, fixing lock pin.Wherein, diameter 50MM~60MM of punching, pitch-row 30CM~
40MM
Step 2：Preset advance anchor bolt pipeline, one end of preset steel pipe 3 of the regular length cut is inserted in I-steel steel arch
In the hole of the belly of frame 5, the other end of the preset steel pipe 3 is welded on below the I-steel steel arch-shelf 5 of previous circulation.Described is pre-
It is 60CM~70CM to put the length of steel pipe 3
Step 3：The full gunite concrete 4 of spray.Full gunite concrete 4 will be sprayed between described I-steel steel arch-shelf 5, become
Complete just branch system.
Step 4：Multiple reinforced anchor bolts 2 are squeezed into, 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, and the reinforced anchor bolt is all squeezed into, and when running into cobble stone, boulder and beating motionless, then treat that backboard is shifted onto
When before cobble stone, boulder, the cobble before reinforced anchor bolt 2 is excavated with drill rod or electric hammer, then reinforced anchor bolt 2 is inserted or squeezed into, the steel
The afterbody of muscle anchor pole 2 and pre-buried preset steel pipe 3 weld.Wherein described reinforced anchor bolt diameter 22MM~32MM, it is long by 1.3~
1.5M.Described backboard is plank or bamboo slab rubber, the long 70CM~80CM of the backboard, wide 10CM~20CM, thick 2CM~3CM.
Step 5：Ring Cutting, manually with instrument or digging machine, up annular is opened at the arch springing of the side of I-steel steel arch-shelf 5
Dig, excavate a cyclic advance, then, dig out reinforced anchor bolt 2, polylith backboard is put on those reinforced anchor bolts 2 respectively
Face, prepare closure 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 one layer of 2CM~3CM of spray gunite concrete closing country rock, when running into sand leakage and landslide, shifts backboard onto sand leakage rapidly and collapses
Orientation, which is put, to be blocked, and same method excavates from the opposite side arch springing position of I-steel steel arch-shelf 5 toward vault direction again；
Step 6 remaining core soil in advance 6, Core Soil 6 are both the support of face 1, are workbench again, and its height to stand above
People is convenient, and platform longitudinally long 1M~2M, laterally wide 2M~4M, trapezoidal, unnecessary native slag is removed with excavator；
Step 7：Into next circulation.
The operation principle of the present invention is the short advanced protection knot of cantilevered that the reinforced anchor bolt 2 squeezed into is an afterbody consolidation
Structure, advanced scope are 50CM~100CM, and reinforced anchor bolt 2 can use reinforcement fabrication.Because the afterbody of reinforced anchor bolt 2 is in preset steel pipe 3
Consolidation, therefore, equivalent to the one cantilever statically determinate structure of reinforced anchor bolt 2, this spacing of I-steel steel arch-shelf 5 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, provisional protection effect is played plus backboard leak stopping.
The present invention is applied to sand ovum country rock and the loose structure of 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, any formal limitation not is made to the present invention, though
So the present invention is disclosed above with preferred embodiment, but is not limited to the present invention, any to be familiar with this professional technology people
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, as long as being the content without departing from technical solution of the present invention, the technical spirit according to the present invention
Any simple modification, equivalent change and modification made to above example, in the range of still falling within technical solution of the present invention.
Claims (3)
1. a kind of tunnel cantilevered advance anchor bolt drivage method, it is characterised in that it appears on the stage by taking 50 centimetres of a cyclic advance as an example
Rank excavating load, comprises the following steps：
Step 1：Vertical I-steel steel arch-shelf (5), in I-steel steel arch-shelf (5), belly punches at a certain distance, founds good I-steel steel
Bow member (5), weld longitudinally connected reinforcing bar and mesh sheet, fixing lock pin；
Step 2：Preset advance anchor bolt pipeline, preset steel pipe (3) one end of the regular length cut is inserted in I-steel steel arch-shelf
(5) in the hole of belly, 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：The full gunite concrete (4) of spray, full gunite concrete (4) will be sprayed between described I-steel steel arch-shelf (5), make its into
For complete just branch system；
Step 4：Multiple reinforced anchor bolts (2) are squeezed into, 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, and the reinforced anchor bolt (2) is all squeezed into, when running into cobble stone, boulder and beating motionless, then waits to 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) is inserted
Or squeeze into, the afterbody of the reinforced anchor bolt (2) and pre-buried preset steel pipe (3) weld；
Step 5：Ring Cutting, manually with instrument or digging machine at the arch springing of I-steel steel arch-shelf (5) side up Ring Cutting,
A cyclic advance is excavated, then, reinforced anchor bolt (2) is dug out, polylith backboard is put on those reinforced anchor bolts (2) respectively
Face, prepare closure 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 one layer of 2CM~3CM of spray gunite concrete (4) closing country rock, when running into sand leakage and landslide, shifts backboard onto sand leakage rapidly
Landslide position is blocked, and same method excavates from I-steel steel arch-shelf (5) the opposite side arch springing position toward vault direction；
Step 6 remaining core soil in advance (6), Core Soil (6) are both the support of face (1), are workbench again, its 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, unnecessary native slag excavator
Excavate；
Step 7：Into next circulation.
2. cantilevered advance anchor bolt drivage method in tunnel according to claim 1, it is characterised in that wherein described I-steel
Diameter 50MM~60MM of steel arch-shelf (5) belly punching, is advisable with inserting preset steel pipe (3), pitch-row 30CM~40CM；Described
The preset length of steel pipe 3 is 60CM~70CM, depending on I-steel spacing, described reinforced anchor bolt (2) diameter 22MM~32MM, length
1.3~1.5M.
3. the tunnel cantilevered advance anchor bolt drivage method according to any claim in claim 1 to 2, it is characterised in that
Wherein described backboard is plank or bamboo slab rubber, the long 70CM~80CM of the backboard, wide 10CM~20CM, thick 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 true CN107762518A (en) | 2018-03-06 |
| CN107762518B CN107762518B (en) | 2019-05-31 |
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Family Applications (1)
| 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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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112943299A (en) * | 2021-01-28 | 2021-06-11 | 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 |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112943299A (en) * | 2021-01-28 | 2021-06-11 | 龚伦 | Tunnel front edge support construction method |
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| CN107762518B (en) | 2019-05-31 |
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