CN109958456B - Advanced reinforcement construction method for building tunnel in stratum without self-stability capability - Google Patents
Advanced reinforcement construction method for building tunnel in stratum without self-stability capability Download PDFInfo
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- CN109958456B CN109958456B CN201910340895.6A CN201910340895A CN109958456B CN 109958456 B CN109958456 B CN 109958456B CN 201910340895 A CN201910340895 A CN 201910340895A CN 109958456 B CN109958456 B CN 109958456B
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- grouting
- wire rope
- tunnel
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- self
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- 230000002787 reinforcement Effects 0.000 title claims abstract description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 52
- 239000010959 steel Substances 0.000 claims description 52
- 239000010410 layer Substances 0.000 claims description 23
- 239000004567 concrete Substances 0.000 claims description 19
- 238000005507 spraying Methods 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 8
- 239000004570 mortar (masonry) Substances 0.000 claims description 8
- 230000035699 permeability Effects 0.000 claims description 8
- 229920000642 polymer Polymers 0.000 claims description 8
- 239000002344 surface layer Substances 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 7
- 230000001681 protective effect Effects 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 4
- 239000007788 liquid Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 238000011105 stabilization Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims 3
- 238000005755 formation reaction Methods 0.000 claims 3
- 238000000518 rheometry Methods 0.000 abstract description 4
- 238000007569 slipcasting Methods 0.000 abstract description 3
- 201000010099 disease Diseases 0.000 abstract description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 abstract description 2
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 230000001737 promoting effect Effects 0.000 abstract 1
- 230000001174 ascending effect Effects 0.000 description 3
- 238000005336 cracking Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
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Classifications
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- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to an advanced reinforcement construction method for building a tunnel in a stratum without self-stability capability, which comprises the steps of manufacturing a plurality of horizontal jet grouting piles which are mutually occluded in the diameter direction along the side line of a vault at the position of a hole to form a consolidated vault; make a plurality of levels of equipartition spout stake two soon on other entrance to a cave upslopes except crossing the entrance to a cave position, set up a plurality of levels of equipartition spout stake three soon along the internal wall in a cave, consolidate the tunnel through the mode that level spout stake and advance slip casting pipe combine, effectively prevented to collapse, tunnel disease phenomena such as fracture and rheology take place, the construction cost of executing and doing interim inverted arch and later stage has been reduced, construction speed is improved, construction cycle is shortened, also can guarantee engineering total construction period and later stage operation safety simultaneously, high practicability, and is worth promoting.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to an advanced reinforcement construction method for building a tunnel in a stratum without self-stability capability.
Background
The ancient languages include cloud: the method is characterized in that the road and bridge engineering connecting the south and the north of the great river is developed rapidly and new technology is developed continuously along with the increasing of the economic level and the development demand of traffic industry, wherein small clear distance tunnel engineering constructed in a mountain body for shortening the distance is also provided, but tunnel diseases such as collapse, crack and rheology can occur due to the fact that the geological conditions of the mountain body are different in tunnel construction, the construction speed and the construction period are influenced, the life safety can be seriously threatened, and the important economic loss is caused. The phenomenon is most obvious in saturated fine sand layers and other strata without self-stability capacity, such as white tunnel on the big and western railway, beam-hill tunnel on the mansion deep railway and the like, and the technical problem of easy collapse is difficult to solve by traditional single grouting reinforcement.
Disclosure of Invention
In view of the above, the present invention provides an advanced reinforcement construction method for constructing a tunnel in a ground layer without self-stability capability, so as to solve the above-mentioned technical problems.
The technical scheme of the invention is as follows:
an advanced reinforcement construction method for building a tunnel in a stratum without self-stability capability comprises the following steps:
uniformly distributing a plurality of horizontal jet grouting piles I at the position of the hole along the side line of the arch crown, wherein the horizontal jet grouting piles I are mutually occluded in the diameter direction to form a consolidated arch crown;
a plurality of uniformly distributed horizontal jet grouting piles II perpendicular to the surface of the hole upward slope are arranged on other hole upward slopes except the hole crossing position, after a first connecting block is embedded at the top end of each second horizontal jet grouting pile, concrete is sprayed on other hole upward slopes except the hole crossing position, a first steel wire rope net piece is laid above the sprayed concrete layer, the first steel wire rope net piece and the first connecting block are fixedly connected through a first anchoring bolt, and high-strength permeability polymer mortar is laid above the first steel wire rope net piece after the concrete is sprayed to form a first protective surface layer;
a plurality of uniformly distributed horizontal jet grouting piles III perpendicular to the surface of the tunnel body are arranged along the inner wall of the tunnel body, after connecting blocks II are embedded at the top end of each horizontal jet grouting pile III, net-blown concrete is applied to form a concrete layer, steel arches are erected at intervals after isolating layers and waterproof layers are constructed on the surface of the concrete layer, steel wire rope net pieces II are laid between the erected steel arches, the steel wire rope net pieces II and the connecting blocks II are fixedly connected through anchoring bolts II, and two ends of each steel wire rope net piece II are bound and fixed with the steel arches;
leading grouting guide pipes for reinforcement are arranged among the third horizontal rotary jet grouting piles at intervals, and after the tail parts of the leading grouting guide pipes are bound and fixed with the second steel wire mesh sheets, leading grouting reinforcement is carried out in the leading grouting guide pipes;
and paving high-strength permeability polymer mortar on the upper surfaces of the steel wire rope net piece II and the steel arch to form a protective surface layer II.
Preferably, the first horizontal rotary jet grouting pile and the third horizontal rotary jet grouting pile are staggered to form an included angle, and the third horizontal rotary jet grouting pile close to the first horizontal rotary jet grouting pile is occluded with the tail end of the first horizontal rotary jet grouting pile to form a consolidated integral structure.
Preferably, the lead grouting pipe has a diameter of phi 42.
Preferably, the grouting material used for advanced grouting is cement-water glass double-liquid slurry, the volume ratio of cement to water glass solution is 1.2: 0.65-1: 1, and the grouting pressure is 3.6-4 MPa.
Preferably, the grouting material used for the advanced grouting is cement paste, and the cement is labeled C20.
Preferably, the first wire mesh sheet and the second wire mesh sheet are wire ropes having a diameter of 12 to 15 mm.
Compared with the prior art, the advanced reinforcement construction method for building the tunnel in the stratum without self-stability capability provided by the invention has the following beneficial effects:
the method effectively prevents tunnel defects such as collapse, cracking and rheology, reduces construction cost of constructing temporary inverted arches and later period, improves construction speed, shortens construction period, can ensure total construction period and later period operation safety, has high practicability, and is worthy of popularization.
Drawings
Fig. 1 is a schematic view of the overall structure of the present invention.
Description of reference numerals:
1. horizontally and spirally spraying a first pile; 2. horizontally jet grouting the third pile; 3. an advanced grouting guide pipe; 4. a second horizontal rotary jet grouting pile; 5. a first steel wire rope net sheet; 6. a steel arch frame.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings, which are incorporated in and constitute a part of this specification, wherein the following description is given, for the purpose of illustrating the invention.
As shown in fig. 1, the advanced reinforcement construction method for constructing a tunnel in a ground layer without self-stabilization capability provided by the invention comprises the following steps:
uniformly distributing a plurality of horizontal jet grouting piles I at the position of the hole along the side line of the arch crown, wherein the horizontal jet grouting piles I are mutually occluded in the diameter direction to form a consolidated arch crown;
a plurality of uniformly distributed horizontal jet grouting piles II perpendicular to the surface of the hole upward slope are arranged on other hole upward slopes except the hole crossing position, after a first connecting block is embedded at the top end of each second horizontal jet grouting pile, concrete is sprayed on other hole upward slopes except the hole crossing position, a first steel wire rope net piece is laid above the sprayed concrete layer, the first steel wire rope net piece and the first connecting block are fixedly connected through a first anchoring bolt, and high-strength permeability polymer mortar is laid above the first steel wire rope net piece after the concrete is sprayed to form a first protective surface layer;
a plurality of uniformly distributed horizontal jet grouting piles III perpendicular to the surface of the tunnel body are arranged along the inner wall of the tunnel body, after connecting blocks II are embedded at the top end of each horizontal jet grouting pile III, net-blown concrete is applied to form a concrete layer, steel arches are erected at intervals after isolating layers and waterproof layers are constructed on the surface of the concrete layer, steel wire rope net pieces II are laid between the erected steel arches, the steel wire rope net pieces II and the connecting blocks II are fixedly connected through anchoring bolts II, and two ends of each steel wire rope net piece II are bound and fixed with the steel arches;
leading grouting guide pipes for reinforcement are arranged among the third horizontal rotary jet grouting piles at intervals, and after the tail parts of the leading grouting guide pipes are bound and fixed with the second steel wire mesh sheets, leading grouting reinforcement is carried out in the leading grouting guide pipes;
and paving high-strength permeability polymer mortar on the upper surfaces of the steel wire rope net piece II and the steel arch to form a protective surface layer II.
Furthermore, the first horizontal rotary spraying pile and the third horizontal rotary spraying pile are staggered to form an included angle, and the third horizontal rotary spraying pile close to the first horizontal rotary spraying pile is occluded with the tail end of the first horizontal rotary spraying pile to form a consolidated integral structure.
Further, the advanced grouting guide pipe has a diameter of phi 42.
Further, the grouting material used for the advanced grouting is cement-water glass double-liquid slurry.
The volume ratio of the cement to the water glass solution is controlled to be 1.2: 0.65-1: 1, and the grouting pressure in the construction process is kept to be 3.6-4 MPa all the time.
Further, the grouting material used for the advanced grouting is cement paste, and specifically, the cement label is selected as C20.
Further, the steel wire ropes with the diameters phi of 12-15 are used in the first steel wire rope net piece and the second steel wire rope net piece.
Example 1
As shown in fig. 1, a plurality of horizontal jet grouting piles 1 are uniformly distributed at the position of a hole along the side line of the arch crown, and the horizontal jet grouting piles 1 are mutually occluded in the diameter direction to form a consolidated arch crown;
on other entrance to a cave ascending slopes except crossing the entrance to a cave position, can set up the horizontal jet grouting stake two 4 on a plurality of perpendicular to entrance to a cave ascending slope surfaces of equipartition, spray concrete on other entrance to a cave ascending slopes except crossing the entrance to a cave position after connecting block one is buried underground to the top of each horizontal jet grouting stake two 4, spray concrete layer top is laid wire rope net piece one 5, wire rope net piece one 5 and connecting block one pass through anchor bolt fastening connection, wire rope net piece one 5 top is laid high strength permeability polymer mortar and is formed protective surface layer one, standard maintenance 28d can.
The horizontal jet grouting pile III 2 is uniformly distributed along the inner wall of the hole body and perpendicular to the surface of the hole body, the top end of each horizontal jet grouting pile III 2 is buried in a connecting block II and then is applied as net-sprayed concrete to form a concrete layer, steel arch frames 6 are erected behind a concrete layer surface construction isolation layer and a waterproof layer at intervals, a steel wire rope net piece II is laid between the erected steel arch frames 6, the steel wire rope net piece II and the connecting block II are fixedly connected through an anchoring bolt II, and two ends of the steel wire rope net piece II are fixedly bound with the steel arch frames 6.
The diameters of the first steel wire rope mesh and the second steel wire rope mesh can be calculated according to actual bearing, and when the diameters of the first steel wire rope mesh and the second steel wire rope mesh are selected, proper allowance coefficients need to be considered and selected, so that the safety factor of bearing is improved.
Wherein, the interval is provided with between the third 2 horizontal jet grouting piles with the advance slip casting pipe 3 for the reinforcement, the afterbody of advance slip casting pipe 3 all with two ligatures of wire rope net piece fixed, wire rope net piece two and 6 upper surfaces of steel bow member lay high strength permeability polymer mortar and form protection surface layer two, standard maintenance 28d can.
It is worth noting that the advanced grouting guide pipes 3 can be uniformly distributed at intervals among the horizontal jet grouting piles 2 or arranged according to the situation so as to achieve the purpose of integral reinforcement.
It is worth noting that, in the construction process, the diameter of the first horizontal jet grouting pile 1 and the diameter of the second horizontal jet grouting pile 4 can be selected according to the actual size of the tunnel arch and the bearing weight above the tunnel arch, the diameter direction of the first horizontal jet grouting pile 1 needs to be meshed with each other in the construction process, so that the effect of being integrated after consolidation is achieved, and the integrity is good.
According to the advanced reinforcement construction method for building the tunnel in the stratum without self-stability capability, the tunnel is reinforced in a mode of combining the horizontal jet grouting pile and the advanced grouting guide pipe, tunnel damage phenomena such as collapse, cracking and rheology are effectively prevented, construction cost of a temporary inverted arch and a later construction period is reduced, construction speed is improved, a construction period is shortened, meanwhile, the total construction period and later operation safety of the project can be guaranteed, practicability is high, and the method is worthy of popularization.
The above disclosure is only for the preferred embodiments of the present invention, but the embodiments of the present invention are not limited thereto, and any variations that can be made by those skilled in the art are intended to fall within the scope of the present invention.
Claims (5)
1. An advanced reinforcement construction method for building a tunnel in a stratum without self-stability capability is characterized by comprising the following steps:
uniformly distributing a plurality of horizontal jet grouting piles I at the position of the hole along the side line of the arch crown, wherein the horizontal jet grouting piles I are mutually occluded in the diameter direction to form a consolidated arch crown;
a plurality of uniformly distributed horizontal jet grouting piles II perpendicular to the surface of the hole upward slope are arranged on other hole upward slopes except the hole crossing position, after a first connecting block is embedded at the top end of each second horizontal jet grouting pile, concrete is sprayed on other hole upward slopes except the hole crossing position, a first steel wire rope net piece is laid above the sprayed concrete layer, the first steel wire rope net piece and the first connecting block are fixedly connected through a first anchoring bolt, and high-strength permeability polymer mortar is laid above the first steel wire rope net piece after the concrete is sprayed to form a first protective surface layer;
a plurality of uniformly distributed horizontal jet grouting piles III perpendicular to the surface of the tunnel body are arranged along the inner wall of the tunnel body, after connecting blocks II are embedded at the top end of each horizontal jet grouting pile III, net-blown concrete is applied to form a concrete layer, steel arches are erected at intervals after isolating layers and waterproof layers are constructed on the surface of the concrete layer, steel wire rope net pieces II are laid between the erected steel arches, the steel wire rope net pieces II and the connecting blocks II are fixedly connected through anchoring bolts II, and two ends of each steel wire rope net piece II are bound and fixed with the steel arches;
the first horizontal rotary spraying pile and the third horizontal rotary spraying pile are staggered to form an included angle, and the third horizontal rotary spraying pile close to the first horizontal rotary spraying pile is occluded with the tail end of the first horizontal rotary spraying pile to form a consolidated integral structure;
leading grouting guide pipes for reinforcement are arranged among the third horizontal rotary jet grouting piles at intervals, and after the tail parts of the leading grouting guide pipes are bound and fixed with the second steel wire mesh sheets, leading grouting reinforcement is carried out in the leading grouting guide pipes;
and paving high-strength permeability polymer mortar on the upper surfaces of the steel wire rope net piece II and the steel arch to form a protective surface layer II.
2. A method of advanced reinforcement construction for the construction of tunnels in formations without self-stabilizing ability as claimed in claim 1, wherein the advanced grouting guide is of diameter phi 42.
3. The advanced reinforcement construction method for building the tunnel in the stratum without the self-stabilizing capability according to claim 1, wherein the grouting material used for the advanced grouting is cement-water glass double-liquid slurry, the volume ratio of cement to water glass solution is 1.2: 0.65-1: 1, and the grouting pressure is 3.6-4 Mpa.
4. A method for advance reinforcement construction of a tunnel in a formation without self-stabilization ability as claimed in claim 1, wherein the grouting material used for advance grouting is cement paste with the cement designation C20.
5. The advanced reinforcement construction method for constructing a tunnel in a formation without self-stabilization ability as claimed in claim 1, wherein the wire rope having a diameter of 12 to 15 is used for the first wire rope mesh and the second wire rope mesh.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910340895.6A CN109958456B (en) | 2019-04-25 | 2019-04-25 | Advanced reinforcement construction method for building tunnel in stratum without self-stability capability |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910340895.6A CN109958456B (en) | 2019-04-25 | 2019-04-25 | Advanced reinforcement construction method for building tunnel in stratum without self-stability capability |
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| Publication Number | Publication Date |
|---|---|
| CN109958456A CN109958456A (en) | 2019-07-02 |
| CN109958456B true CN109958456B (en) | 2020-12-18 |
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| CN201910340895.6A Expired - Fee Related CN109958456B (en) | 2019-04-25 | 2019-04-25 | Advanced reinforcement construction method for building tunnel in stratum without self-stability capability |
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| CN111236951A (en) * | 2020-02-22 | 2020-06-05 | 中铁十九局集团第六工程有限公司 | Method for reinforcing secant pile at tunnel portal section of aeolian sand stratum |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| IT1297270B1 (en) * | 1997-06-25 | 1999-08-09 | Rocksoil S P A | CONSTRUCTION PROCEDURE FOR THE ENLARGEMENT OF ROAD, HIGHWAY OR RAILWAY TUNNELS, WITHOUT INTERRUPTING TRAFFIC |
| KR20050106615A (en) * | 2004-05-06 | 2005-11-11 | 주식회사 엔티에스이앤씨 | Tunnel formation tunnel structure form of construction work and tunnel structure |
| CN102094650B (en) * | 2009-12-14 | 2014-03-26 | 上海市基础工程集团有限公司 | Construction method for shield entry under complicated working conditions |
| CN102134998B (en) * | 2011-04-27 | 2012-11-07 | 中铁二局股份有限公司 | Construction method for wind-blown sand tunnel |
| CN203515597U (en) * | 2013-10-18 | 2014-04-02 | 四川省交通运输厅公路规划勘察设计研究院 | Tunnel structure applicable to soft stratum |
| CN106979027A (en) * | 2017-05-15 | 2017-07-25 | 中国铁路设计集团有限公司 | Control the convergent lock pin stake supporting construction of Tunnel sedimentation |
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