CN105240036B - The horizontal massif method for tunnel construction handled to pre-reinforcement - Google Patents
The horizontal massif method for tunnel construction handled to pre-reinforcement Download PDFInfo
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- CN105240036B CN105240036B CN201510682672.XA CN201510682672A CN105240036B CN 105240036 B CN105240036 B CN 105240036B CN 201510682672 A CN201510682672 A CN 201510682672A CN 105240036 B CN105240036 B CN 105240036B
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- massif
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Abstract
The invention discloses a kind of horizontal massif method for tunnel construction handled to pre-reinforcement,Before boring tunnels excavate,By carrying out overall time level to reinforcement and strengthening to massif more than tunnel contour cable architecture to the method that massif is driven piles,Cement concrete in stake holes is penetrated into the gap in Rock And Soil,With the high-strength support frame for combining to form massif rock-soil layer of stanchion structure,Change the stress of massif rock-soil layer,Improve the stability of massif rock-soil layer,Compression strength and shearing strength,And then improve the stability of country rock after tunnel excavation,Effectively prevent rock,Soil layer collapses,And can avoids the occurrence of surface subsidence phenomenon,When ensureing tunnel piercing,The vault soil body does not produce slump and is smoothed out so as to ensureing construction and construction safety,Effect firm for a long time can be reached,Soft stratum and the constructing tunnel of big cross section span all adapt to,Do not limited by geographical environment,Design,Construction method is simple,Settle at one go,Greatly improve project progress.
Description
Technical field
The present invention relates to constructing tunnel, the more particularly to horizontal massif method for tunnel construction handled to pre-reinforcement.
Background technology
After tunnel excavation, moderate finite deformation occurs for country rock, bad stability, the sedimentation of earth's surface, Jin Erhui can be caused when serious
Bring serious ground structures breakoff phenomenon, in tunnel excavation, front geotechnical stability is most important, is related to engineering construction
Safety, in order to ensure the stability of tunnel excavation, take certain pre-reinforcement measure to be very important.In the prior art,
With more pre-reinforcement measure it is slip casting, ductule, front bolt anchorage measure etc. in tunnel excavation.
Ductule is a kind of shed ding support pre-reinforcement measure, and typically face is played by reinforcing the country rock of face
Stablizing effect, but the pipe diameter of ductule and arrangement have considerable influence, and rock mass in tunnel knot to the stress in conduit
Structure is bigger on the influence of ductule structure, and especially in soft stratum and the tunnel of big cross section span, the design of ductule is straight
Connecing influences its using effect.Do not serve in chiltern country rock is controlled much, while the length of ductule is to ground settlement
Influence greatly, ductule only combines with the preliminary bracing of tunnel surrounding could form certain support system, and then play
Its consolidation effect, it is necessary to assure the lap of splice of ductule is consistent with the length that face overlaps.
The measure of slip casting pre-reinforcement has unique advantage in the pre-reinforcement of face, can effectively improve the country rock ginseng of face
Number, changes its stressing conditions, so as to reach certain surrounding rock stability purpose.However, it can easily caused by there is construction wrong
The problem of wall for grouting ftractures, in turn results in spillage phenomenon, has both influenceed the efficiency of construction and quality of slip casting, had influence on slip casting pre-add again
Gu measure function and the performance of effect.
Positive suspension roof support, it is that anchor pole is squeezed into earth's surface rock mass, utilizes the support of its body of rod, the special tectonic on head and afterbody
Class is closely linked with country rock, suspention, combination beam effect is produced, so as to reach the purpose of supporting.But positive suspension roof support
Measure can not close country rock, can not prevent weathering, and the length of time one may result in the peeling of fissure rock between anchor pole.
The content of the invention
It is an object of the invention to provide a kind of horizontal massif method for tunnel construction handled to pre-reinforcement, tunnel excavation
Before, horizontal direction integral reinforcing reinforcement first is carried out to massif more than tunnel contour cable architecture, improves the stabilization of massif rock-soil layer
Property, compression strength and shearing strength, and then improve the stability of country rock after tunnel excavation, when ensureing tunnel piercing, vault ground
Body does not produce slump and is smoothed out so as to ensureing construction and construction safety, and is not limited by geographical environment, and construction method is simple,
Effect firm for a long time can be reached.
The horizontal massif method for tunnel construction handled to pre-reinforcement of the present invention, before set of tunneling construction section, in tunnel
Road excavation contour line above Rock And Soil level carries out pre-reinforcement processing to reach firm tunneling construction section rock to cast-in-situ bored pile
The purpose of the soil body；
Further, massif above tunnel piercing section face and adjacent side massif are locally excavated, then carried out respectively laterally
Horizontal drilling bored concrete pile and vertical equity bored pile construction；
Further, massif above tunnel piercing face and adjacent side massif are locally excavated, first carried out horizontal and vertical
Pile driving construction is irrigated after horizontal drilling again；
Further, the bored concrete pile is distributed in one or more layers vertically along massif；
Further, using tremie in stake holes continuous stratification concrete perfusion；
Further, the bored concrete pile section is square or circular configuration.
Beneficial effects of the present invention：The horizontal massif method for tunnel construction handled to pre-reinforcement of the present invention, tunnel excavation
Before, mended by carrying out overall time level to massif more than tunnel contour cable architecture to the method that massif is driven piles to reinforcing
By force, the cement concrete in stake holes is penetrated into the gap in Rock And Soil, and stanchion structure is high-strength combines to form massif rock-soil layer
Support frame, change the stress of massif rock-soil layer, it is strong to improve the self-stability of massif rock-soil layer, compression strength and shearing resistance
Degree, and then the stability of country rock after tunnel excavation is improved, effectively prevent rock-soil layer from collapsing, and can avoids the occurrence of surface subsidence and showed
As when ensureing tunnel piercing, the vault soil body does not produce slump and is smoothed out so as to ensureing construction and construction safety, can reach long-term
The constructing tunnel of firm effect, soft stratum and big cross section span all adapts to, and is not limited by geographical environment, designs, constructs
Method is simple, settles at one go, greatly improves project progress.
Brief description of the drawings
The invention will be further described with reference to the accompanying drawings and examples：
Fig. 1 is the structural representation of the present invention；
Fig. 2 is the horizontal profile top view that bored concrete pile is distributed in massif rock-soil layer.
Embodiment
Fig. 1 is the structural representation of the present invention；Fig. 2 is that the horizontal profile that bored concrete pile is distributed in massif rock-soil layer is overlooked
Figure.
The horizontal massif method for tunnel construction handled to pre-reinforcement of the present embodiment, of the invention is horizontal to pre-reinforcement processing
Massif method for tunnel construction, before set of tunneling construction, filled to drilling more than 3 rock-soil layer of tunnel excavation contour line 1 is horizontal
Note stake 2 carries out pre-reinforcement processing to reach the purpose of the firm soil body；Cement concrete is permeable to the gap of massif rock-soil layer 1
In, the support frame of massif rock-soil layer 1 is collectively forming with bored concrete pile 2, being formed has some strength and overall compound rock-soil layer 1,
Self-stability, compression strength and the shearing strength of massif rock-soil layer 1 are improved, eliminates its inhomogeneous deformation, and then improve tunnel excavation
The stability of country rock afterwards, effectively prevent rock-soil layer 1 from collapsing, and can avoids the occurrence of surface subsidence phenomenon, when ensureing tunnel piercing, pick
Enter face Rock And Soil not producing slump and be smoothed out so as to ensureing construction and construction safety.In the present embodiment, further, the perfusion
Stake is horizontal to the fixed tie bar structure for presenting support Rock And Soil of overlap joint.
In the present embodiment, the horizontal tie bar structure for presenting support Rock And Soil after fixed to overlap joint in length and breadth of the bored concrete pile 2；
" horizontal to connection in length and breadth " refers to that bored concrete pile 2 forms the attachment structure of ladder-shaped in the horizontal direction, for upper support rock-soil layer
1, avoid collapsing.
In the present embodiment, massif above tunnel piercing face and adjacent side massif are locally excavated, then successively carried out laterally
Horizontal drilling bored concrete pile 2 and vertical equity cast-in-situ bored pile 2 are constructed；Retain at the top of massif, by massif above tunnel piercing face and
Adjacent side massif excavates a part of construction space reserved to massif horizontal drilling vertically, can be first in the top in tunnel piercing face
Massif after massif progress horizontal drilling bored concrete pile 2 again in adjacent side carries out horizontal drilling bored concrete pile 2 and constructed, also can be first in tunnel
After the massif of the adjacent side of road development end carries out the construction of horizontal drilling bored concrete pile 2, then massif carries out water above tunnel piercing face
Flat drill hole pouring pile 2 is constructed.In order to ensure effective connection that bored concrete pile 2 is horizontal and vertical, detecting devices can be used to carry out accurate
Post is irrigated after carrying out drilling construction again after positioning.
In the present embodiment, massif above tunnel piercing face and adjacent side massif are locally excavated, first carried out laterally and vertical
To horizontal drilling after be irrigated stake 2 again and construct；Massif and adjacent side massif local vertical excavate above tunnel piercing face
The construction space to massif horizontal drilling is reserved, first massif and the massif of adjacent side are bored by rig above development end
Behind good hole, then construction is irrigated, being so advantageous to bored concrete pile 2, vertically and horizontally directly contraposition is integrally connected shaping, reduces other
Auxiliary para connects the use of equipment.
In the present embodiment, the bored concrete pile 2 is along massif vertically in one or more layers distribution；According to specific geology feelings
Condition, also can be using two layers or more than two layers in level side using one layer of bored concrete pile being connected with each other in the horizontal direction 2
The bored concrete pile 2 being connected with each other upwards, suitably selected with specific reference to the stability of rock-soil layer 1.
In the present embodiment, using tremie in stake holes continuous stratification concrete perfusion；Hole inner concrete can be ensured
The density of filling, it is ensured that the intensity of every perfusion post is consistent, and then ensures the uniformity of stress deformation, improves bored concrete pile 2
Compression strength, and then improve the stability of rock-soil layer 1.
In the present embodiment, the perfusion column section is square or circular configuration；Before drilling construction spuds in, drill bit point position with
Cloth hole point is not more than 1 ° away from being more or less the same in 2cm, drilling rod degree；, should be strictly by figure positioning, and there is reinspection to make in work progress
Degree.Axis stake is distinguished with stake position stake application color, must not be obscured.Before starting borehole, have with the annulus of centring ring reinforcement fabrication
Scale cross puts borehole line, it is necessary to pile center's point calibration template position, and is responsible for by special messenger.Centring ring center line and design
Misalignment of axe cannot be greater than 20 millimeters.During borehole, center line should be hung with line pendant at any time, it is found that deviation is excessive and entangle immediately
Partially.It is required that each branch dado template will messenger wire once (be defined by the crossed circular of top center).Answer uniform ring-type excavate into
Chi, it is advisable every time with 100 millimeters to surrounding drilling depth, the wall that collapses excessively is caused to prevent local excavation.After pore-forming, it should check immediately
Check and accept, follow subsequent processing closely, hang steel reinforcement cage, casting concrete, avoid hole overlong time of drying in the air, cause unnecessary collapse hole, it is special
In the case of being not rainy season or having infiltration, pore-forming must not be stayed overnight.
Finally illustrate, the above embodiments are merely illustrative of the technical solutions of the present invention and it is unrestricted, although with reference to compared with
The present invention is described in detail good embodiment, it will be understood by those within the art that, can be to the skill of the present invention
Art scheme is modified or equivalent substitution, and without departing from the objective and scope of technical solution of the present invention, it all should cover at this
Among the right of invention.
Claims (6)
- A kind of 1. horizontal massif method for tunnel construction handled to pre-reinforcement, it is characterised in that：Before set of tunneling construction section, Pre-reinforcement processing is carried out in tunnel excavation contour line above rock-soil layer level to cast-in-situ bored pile to reach firm tunneling construction to break The purpose of face Rock And Soil, the bored concrete pile include vertical equity stake and transverse horizontal stake, vertical equity stake and transverse horizontal stake water Put down the tie bar structure for presenting support Rock And Soil after fixed to overlap joint in length and breadth.
- 2. the horizontal massif method for tunnel construction handled to pre-reinforcement according to claim 1, it is characterised in that：By tunnel Massif and adjacent side massif locally excavate above excavated section, then carry out transverse horizontal cast-in-situ bored pile and vertical equity respectively Bored pile construction.
- 3. the horizontal massif method for tunnel construction handled to pre-reinforcement according to claim 2, it is characterised in that：By tunnel Massif or adjacent side massif locally excavate above excavated section, are irrigated again after first carrying out horizontal and vertical horizontal drilling Pile driving construction.
- 4. the horizontal massif method for tunnel construction handled to pre-reinforcement according to Claims 2 or 3, it is characterised in that：Institute Bored concrete pile is stated along massif vertically in one or more layers distribution.
- 5. the horizontal massif method for tunnel construction handled to pre-reinforcement according to claim 4, it is characterised in that：Using mixed Coagulate native conduit continuous stratification concrete perfusion in stake holes.
- 6. the horizontal massif method for tunnel construction handled to pre-reinforcement according to claim 5, it is characterised in that：The filling Stake section is noted as square or circular configuration.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510682672.XA CN105240036B (en) | 2015-10-20 | 2015-10-20 | The horizontal massif method for tunnel construction handled to pre-reinforcement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510682672.XA CN105240036B (en) | 2015-10-20 | 2015-10-20 | The horizontal massif method for tunnel construction handled to pre-reinforcement |
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| Publication Number | Publication Date |
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| CN105240036A CN105240036A (en) | 2016-01-13 |
| CN105240036B true CN105240036B (en) | 2017-11-17 |
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| CN201510682672.XA Expired - Fee Related CN105240036B (en) | 2015-10-20 | 2015-10-20 | The horizontal massif method for tunnel construction handled to pre-reinforcement |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107605504A (en) * | 2017-11-03 | 2018-01-19 | 中交公局第三工程有限公司 | Cliff position double-hole tunnel port structure and method for tunnel construction |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215838A (en) * | 2007-12-28 | 2008-07-09 | 浙江环宇建设集团有限公司 | Construction technique for foundation ditch on top of underground railway tunnel in soft soil area |
| CN202866817U (en) * | 2012-09-04 | 2013-04-10 | 中铁十二局集团有限公司 | Tunnel ruggedized construction of full face dry silty-fine sand layer |
| 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 |
| CN103967504A (en) * | 2014-05-21 | 2014-08-06 | 中国能源建设集团广东省电力设计研究院 | Supporting structure of tunnel opening of power plant circulating water system and construction method |
| CN104500100A (en) * | 2014-12-15 | 2015-04-08 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-section tunnel |
| CN104533434A (en) * | 2014-12-28 | 2015-04-22 | 上海隧道工程股份有限公司 | Construction method of rectangular ultra-shallow covered soil tunnel |
-
2015
- 2015-10-20 CN CN201510682672.XA patent/CN105240036B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215838A (en) * | 2007-12-28 | 2008-07-09 | 浙江环宇建设集团有限公司 | Construction technique for foundation ditch on top of underground railway tunnel in soft soil area |
| CN202866817U (en) * | 2012-09-04 | 2013-04-10 | 中铁十二局集团有限公司 | Tunnel ruggedized construction of full face dry silty-fine sand layer |
| 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 |
| CN103967504A (en) * | 2014-05-21 | 2014-08-06 | 中国能源建设集团广东省电力设计研究院 | Supporting structure of tunnel opening of power plant circulating water system and construction method |
| CN104500100A (en) * | 2014-12-15 | 2015-04-08 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-section tunnel |
| CN104533434A (en) * | 2014-12-28 | 2015-04-22 | 上海隧道工程股份有限公司 | Construction method of rectangular ultra-shallow covered soil tunnel |
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| CN105240036A (en) | 2016-01-13 |
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Granted publication date: 20171117 Termination date: 20191020 |