CN109653749A - A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding - Google Patents

A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding Download PDF

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Publication number
CN109653749A
CN109653749A CN201811457556.8A CN201811457556A CN109653749A CN 109653749 A CN109653749 A CN 109653749A CN 201811457556 A CN201811457556 A CN 201811457556A CN 109653749 A CN109653749 A CN 109653749A
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CN
China
Prior art keywords
soil
grouting
slip casting
arch
steel pipe
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CN201811457556.8A
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Chinese (zh)
Inventor
张�浩
杨洋
陈磊
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中铁二局第五工程有限公司
中铁二局集团有限公司
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Priority to CN201811457556.8A priority Critical patent/CN109653749A/en
Publication of CN109653749A publication Critical patent/CN109653749A/en

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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • E21D11/107Reinforcing elements therefor; Holders for the reinforcing elements
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D23/00Mine roof supports for step- by- step movement, e.g. in combination with provisions for shifting of conveyors, mining machines, or guides therefor
    • E21D23/04Structural features of the supporting construction, e.g. linking members between adjacent frames or sets of props; Means for counteracting lateral sliding on inclined floor

Abstract

The invention discloses a kind of loose slide rock rubble soil section tunnel excavation construction methods of high altitude localities shallow embedding, comprising the following steps: pushes up surface grouting by hole and reinforces to the soil body below earth's surface;To the advanced close slotting slip casting steel pipe of gravelly soil construction loose within the scope of arch;It is excavated in barrel using three steps, seven remaining core soil in advance engineering methods;After inverted arch excavation, grouting and reinforcing is carried out to inverted arch substrate.Surface grouting is pushed up by hole in the present invention to reinforce the soil body below earth's surface, increase the cohesive force of the rubble soil body below the earth's surface of hole top, and by carrying out pre-grouting reinforcing to gravelly soil loose within the scope of arch, play the role of to progress local strengthening within the scope of arch, cooperate simultaneously and is excavated using three steps, seven remaining core soil in advance engineering methods, the case where gravelly soil collapses can further be prevented, grouting and reinforcing is carried out to inverted arch bottom, further ensures barrel stabilization, tunnel bulk settling meets code requirement.

Description

A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding
Technical field
The present invention relates to constructing tunnel field, in particular to a kind of loose slide rock rubble soil section tunnel of high altitude localities shallow embedding Excavation construction method.
Background technique
During tunnel excavation, it is frequently encountered crushed zone, loose band, soft stratum, water burst, gushes the locations such as sand, It is excavated under this kind of geological conditions, if without advance support, it is easy to collapsing situation occur, lead to safety accident, no Economic loss only is caused to relevant enterprise, increases engineering cost, and greatly influence engineering construction progress and construction quality.Mesh Preceding shallow embedding rubble soil section tunnel generallys use per-fore pouring liquid with small pipe while CD method (interval wall approach) being cooperated to carry out excavation construction.Certain Project tunnel is in high altitude localities, and Portal Section is slide rock gravelly soil, and loosely, slightly wet, and buried depth is shallower.Due to loose slide rock Gravelly soil porosity is larger, and expected advance support effect is not achieved in common slip casting, easily caused in digging process landslide and Roof fall influences construction quality and duration, destroys plateau eco-environment.
Summary of the invention
Present invention aims at: it is directed in the loose slide rock section constructing tunnel of high altitude localities gravelly soil shallow embedding, due to pine Scattered slide rock gravelly soil porosity is larger, and expected advance support effect is not achieved in common slip casting, easily makes in digging process A kind of high altitude localities shallow embedding is provided the problem of influencing construction quality and duration, destroy plateau eco-environment at landslide and roof fall Loose slide rock rubble soil section tunnel excavation construction method, is combined by surface grouting and per-fore pouring liquid with small pipe, can be right Slide rock rubble soil section carries out preferable advance support, avoids occurring situations such as landslide and roof fall in digging process.
To achieve the goals above, the technical solution adopted by the present invention are as follows:
A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding, comprising the following steps:
A, surface grouting is pushed up by hole to reinforce the soil body below earth's surface;
B, advanced close slotting slip casting steel pipe is carried out to gravelly soil loose within the scope of arch;
C, it is excavated in barrel using three steps, seven remaining core soil in advance engineering methods;
D, after inverted arch excavation, grouting and reinforcing is carried out to inverted arch substrate.
Surface grouting is pushed up by hole in the present invention to reinforce the soil body below earth's surface, increases rubble below the earth's surface of hole top The cohesive force of the soil body;And by carrying out advanced close slotting slip casting steel pipe to gravelly soil loose within the scope of arch, after slip casting in steel pipe Be it is closely knit, increase the rigidity of steel pipe, undertake outline excavation top surface grouting locally non-condensing gravelly soil with close slotting steel pipe, It prevents rubble solifluction loose within the scope of arch from collapsing, plays the role of carrying out local strengthening to the soil body within the scope of arch, it can Preferable advance support is carried out to slide rock rubble soil section, avoids occurring situations such as landslide and roof fall in digging process, cooperates simultaneously It is excavated using three steps, seven remaining core soil in advance engineering methods, can further prevent the case where gravelly soil collapses, to inverted arch Bottom carries out grouting and reinforcing, and applies inverted arch in time, further ensures barrel stabilization, tunnel bulk settling meets specification and wants It asks.
It as a preferred solution of the present invention, is to squeeze into more slip casting steel pipes downwards by pushing up earth's surface in hole in the step a Carry out the surface grouting construction of hole top.More slip casting steel pipes are squeezed into downwards by pushing up earth's surface in hole, can be substituted drilling rod and be carried out quickly Pore-forming, it is easy to use and operate, and collapse hole phenomenon is not present, while convenient for passing through the position of squeezing into of control slip casting steel pipe, realization pair The surface grouting of the soil body is accurately positioned.
As a preferred solution of the present invention, the position of slip casting steel pipe is distributed along tunnel vertical and horizontal, and is in quincunx cloth It sets.By controlling the position for the slip casting steel pipe squeezed into, realizes and the soil body below the earth's surface of hole top is reinforced, increase hole top earth's surface The cohesive force of the lower section rubble soil body.
As a preferred solution of the present invention, in the step a, before carrying out hole top surface grouting, earth's surface first is pushed up in hole Upper progress erection construction platform.It is pushed up by elder generation in hole and carries out erection construction platform in earth's surface, slip casting is mechanical and operation is being constructed It is carried out on platform, making to construct is converted to destruction a little to the destruction in Alpine meadow face, the destruction to Alpine meadow is greatly reduced, So that ecological recovery is very fast after being covered with fertile soil.
It as a preferred solution of the present invention, is to insert more slip castings by close diagonally forward within the scope of arch in the step b Steel pipe carries out advance reinforcement to gravelly soil loose within the scope of arch.By to carrying out close diagonally forward inserting more notes within the scope of arch Starch steel pipe, in steel pipe be after slip casting it is closely knit, increase the rigidity of steel pipe, undertake outline excavation top surface grouting with close slotting steel pipe The non-condensing gravelly soil in part can substitute drilling rod and carry out fast pore-creating, easy to use and operate, and collapse hole phenomenon is not present, together When convenient for by control slip casting steel pipe insertion position, realize to accurate advance reinforcement is carried out within the scope of arch, avoid arch model Interior loose rubble solifluction is enclosed to collapse.
As a preferred solution of the present invention, more slip casting steel pipes slip casting steel pipe extrapolation circumferentially distributed along tunnel and all Angle is 10~15 °.Since the effect of advance support is not achieved in common slip casting, only guarantee that close insert in advanced steel pipe is close in slip casting It is real, increase the rigidity of steel pipe, undertakes outline excavation top surface grouting locally non-condensing gravelly soil with close slotting steel pipe, prevent Loose rubble solifluction collapses within the scope of arch.
It as a preferred solution of the present invention, is by squeezing into more slip casting steel pipes downwards in inverted arch bottom in the step d Grouting and reinforcing is carried out to inverted arch substrate.By squeezing into slip casting steel pipe downwards in inverted arch bottom, drilling rod can be substituted and carry out fast short-term training Hole, it is easy to use and operate, and collapse hole phenomenon is not present, while convenient for squeezing into position by control slip casting steel pipe, it realizes to facing upward Arch bottom is accurately reinforced, and applies inverted arch in time, further ensures barrel stabilization, tunnel bulk settling meets specification and wants It asks.
As a preferred solution of the present invention, the front end of the slip casting steel pipe is taper, and is opened on the tube wall of slip casting steel pipe Equipped with multiple injected holes.By setting taper for the front end of slip casting steel pipe, resistance when slip casting steel pipe squeezes into the soil body can be reduced Power offers multiple injected holes on the tube wall of slip casting steel pipe, is entered in the soil body convenient for the slurries in steel pipe by injected hole, increases Add the cohesive force of the soil body.
As a preferred solution of the present invention, grouting serous fluid uses 0.6:1~1:1 cement slurry in the step a and d, and infuses Pressure control is starched between 1.5~2.5MPa, is conducive to the slurries in steel pipe well into the soil body.
As a preferred solution of the present invention, grouting serous fluid uses 0.6:1~1:1 cement slurry, and slip casting pressure in the step b Power controls between 0.5~1.0MPa, herein grouting pressure it is smaller be in order to avoid penetrate into the intracorporal slurry pressure of soil it is excessively high and Gravelly soil loose within the scope of arch is caused to fall off.
As a preferred solution of the present invention, waterglass is mixed in grouting serous fluid, increases effective diffusion of cement grout Coefficient enhances slip casting effect, has saved cost.
In conclusion by adopting the above-described technical solution, the beneficial effects of the present invention are:
1, surface grouting is pushed up by hole in the present invention to reinforce the soil body below earth's surface, increase broken below the earth's surface of hole top The cohesive force of the stone soil body;And by carrying out advanced close slotting slip casting steel pipe, steel pipe after slip casting to gravelly soil loose within the scope of arch Be inside it is closely knit, increase the rigidity of steel pipe, undertake outline excavation top surface grouting locally non-condensing rubble with close slotting steel pipe Soil prevents rubble solifluction loose within the scope of arch from collapsing, and plays the role of carrying out local strengthening, energy to the soil body within the scope of arch It is enough that preferable advance support is carried out to slide rock rubble soil section, it avoids occurring situations such as landslide and roof fall in digging process, matches simultaneously It closes and is excavated using three steps, seven remaining core soil in advance engineering methods, can further prevent the case where gravelly soil collapses, to facing upward Encircle bottom and carry out grouting and reinforcing, and apply inverted arch in time, further ensures barrel stabilization, tunnel bulk settling meets specification and wants It asks;
2, erection construction platform is carried out in earth's surface by first pushing up in hole, slip casting is mechanical and operation is enterprising in operation platform Row, making to construct is converted to destruction a little to the destruction in Alpine meadow face, the destruction to Alpine meadow is greatly reduced, to use corruption Ecological recovery is very fast after growing soil covering;
3, since the effect of advance support is not achieved in common slip casting, only guarantee that close insert in advanced steel pipe is closely knit in slip casting , increase the rigidity of steel pipe, undertakes outline excavation top surface grouting locally non-condensing gravelly soil with close slotting steel pipe, prevent from encircleing Loose rubble solifluction collapses within the scope of portion.
Detailed description of the invention
Fig. 1 is that surface grouting reinforcing schematic diagram is pushed up in hole of the invention.
Fig. 2 is that the slip casting steel pipe in Fig. 1 arranges top view.
Fig. 3 is that arch pre-grouting of the invention reinforces schematic diagram.
Fig. 4 is the A-A cross-sectional view in Fig. 3.
Fig. 5 is inverted arch bottom grouting and reinforcing schematic diagram of the invention.
Fig. 6 is the constructing tunnel flow chart in the present invention.
Marked in the figure: 1- slip casting steel pipe, 2- inverted arch, 3- secondary lining, 4- preliminary bracing, 5- steel arch-shelf, the outer limb of β-.
Specific embodiment
With reference to the accompanying drawing, the present invention is described in detail.
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not For limiting the present invention.
Embodiment
As shown in fig. 6, the loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding in the present embodiment, The following steps are included:
A, surface grouting is pushed up by hole to reinforce the soil body below earth's surface;
B, advanced close slotting slip casting steel pipe is carried out to gravelly soil loose within the scope of arch;
C, it is excavated in barrel using three steps, seven remaining core soil in advance engineering methods;
D, after inverted arch excavation, grouting and reinforcing is carried out to inverted arch substrate.
Surface grouting is pushed up by hole in the present invention to reinforce the soil body below earth's surface, increases rubble below the earth's surface of hole top The cohesive force of the soil body;And by carrying out advanced close slotting slip casting steel pipe to gravelly soil loose within the scope of arch, after slip casting in steel pipe Be it is closely knit, increase the rigidity of steel pipe, undertake outline excavation top surface grouting locally non-condensing gravelly soil with close slotting steel pipe, It prevents rubble solifluction loose within the scope of arch from collapsing, plays the role of carrying out local strengthening to the soil body within the scope of arch, it can Preferable advance support is carried out to slide rock rubble soil section, avoids occurring situations such as landslide and roof fall in digging process, cooperates simultaneously It is excavated using three steps, seven remaining core soil in advance engineering methods, can further prevent the case where gravelly soil collapses, to inverted arch Bottom carries out grouting and reinforcing, and applies inverted arch in time, further ensures barrel stabilization, tunnel bulk settling meets specification and wants It asks.
It as depicted in figs. 1 and 2, is to squeeze into more slip castings downwards by pushing up earth's surface in hole in the present embodiment, in the step a Steel pipe 1 carries out the surface grouting construction of hole top, which uses 89 × 6 steel floral tube of φ, is beaten downwards from hole top ground to arch Excavation line outer 50cm, excavating sideline two sides 50cm set downwards steel floral tube, 1.5 × 1.5m of spacing (horizontal × vertical), longitudinal outermost Two rows of 1.0 × 1.0m of spacing (horizontal × vertical), are in quincuncial arrangement.More slip casting steel pipes, energy are squeezed into downwards by pushing up earth's surface in hole Enough substitution drilling rod carries out fast pore-creating, easy to use and operate, and collapse hole phenomenon is not present, while convenient for passing through control slip casting steel pipe Squeeze into position, realize the position for the slip casting steel pipe that the surface grouting of the soil body is accurately positioned, and is squeezed by control, realize pair The soil body is reinforced below the earth's surface of hole top, increases the cohesive force of the rubble soil body below the earth's surface of hole top.To slip casting after the completion of slip casting Hole is checked and is evaluated, and failure should supplement bored grouting, after cut off the slip casting steel pipe of exposed earth's surface, and covered with fertile soil Lid.
In the present embodiment, in the step a, before carrying out hole top surface grouting, foot hand first is used in the earth's surface of hole top Frame carries out erection construction platform.It is pushed up by elder generation in hole and carries out erection construction platform in earth's surface, slip casting is mechanical and operation is being constructed It is carried out on platform, making to construct is converted to destruction a little to the destruction in Alpine meadow face, the destruction to Alpine meadow is greatly reduced, So that ecological recovery is very fast after being covered with fertile soil.
It as shown in Figure 3 and Figure 4, is that insert more slip casting steel pipes 1 right by close diagonally forward in the present embodiment, in the step b Loose gravelly soil carries out advance reinforcement within the scope of arch.More slip casting steel pipes slip casting steel circumferentially distributed along tunnel and all Pipe extrapolation angle beta is 10~15 °.The slip casting steel pipe uses 42 × 4mm of φ seamless steel pipe, and circumferential 5~7cm of spacing, long 3.0m are that is, super Preceding close slotting steel pipe.In construction, 0.5m can be excavated by squeezing into row's slip casting steel pipe per oblique front, then squeeze into row's slip casting steel pipe After can excavate next circulation, slip casting steel pipe longitudinal direction array pitch is 1.0m, and slip casting steel pipe tail end should be fixed on steel arch-shelf 5 On.Since the effect of advance support is not achieved in common slip casting, only guarantee that close insert in advanced steel pipe is closely knit, increase in slip casting The rigidity of steel pipe undertakes outline excavation top surface grouting locally non-condensing gravelly soil with close slotting steel pipe, prevents arch range Interior loose rubble solifluction collapses.It is carried out by the way that drilling rod to more slip casting steel pipes of oblique cutting forward are carried out within the scope of arch, can be substituted Fast pore-creating, it is easy to use and operate, and collapse hole phenomenon is not present, while convenient for passing through the insertion position of control slip casting steel pipe, it is real Now to accurate advance reinforcement is carried out within the scope of arch, rubble solifluction loose within the scope of arch is avoided to collapse.
It in the present embodiment, is excavated in barrel using three steps, seven remaining core soil in advance engineering methods, while appropriate reinforcement is just Phase supporting 4, and secondary lining 3 is carried out in time.It needs to make an explanation, three steps, seven remaining core soil in advance in the present embodiment Engineering method, preliminary bracing, secondary lining are identical as conventional construction method, and details are not described herein again.In, before lower excavation with guide pit, It collapses to prevent from slipping, separately adds and reinforced perpendicular to the horizontal close slotting slip casting steel pipe in abutment wall direction.
As shown in figure 5, being by being beaten downwards in inverted arch substrate after inverted arch excavates in the present embodiment, in the step d Enter more slip casting steel pipes 1 and grouting and reinforcing is carried out to 2 substrate of inverted arch, which uses 42 × 4 steel floral tube of φ, and L=4m is circumferential Spacing 100cm, longitudinal pitch 50cm.By squeezing into slip casting steel pipe downwards in inverted arch bottom, drilling rod can be substituted and carry out fast short-term training Hole, it is easy to use and operate, and collapse hole phenomenon is not present, while convenient for squeezing into position by control slip casting steel pipe, it realizes to facing upward Arch bottom is accurately reinforced, and applies inverted arch in time, further ensures barrel stabilization, tunnel bulk settling meets specification and wants It asks.
In the present embodiment, the front end of the slip casting steel pipe is taper, and multiple notes are offered on the tube wall of slip casting steel pipe Starch hole.By setting taper for the front end of slip casting steel pipe, resistance when slip casting steel pipe squeezes into the soil body can be reduced, in slip casting steel Multiple injected holes are offered on the tube wall of pipe, are entered in the soil body convenient for the slurries in steel pipe by injected hole, and the viscous of the soil body is increased Tie power.
In the present embodiment, grouting serous fluid use 0.6:1~1:1 cement slurry, and grouting pressure control 0.5~2.5MPa it Between.By to the biggish cement slurry of soil body implantation concentration, and grouting pressure control is conducive to steel pipe between 0.5~2.5MPa Interior slurries are well into the soil body.Specifically, the grouting pressure in step a and d controls between 1.5~2.5MPa, and walks Grouting pressure in rapid b controls between 0.5~1.0MPa, and it is because penetrating into the intracorporal slurries pressure of soil that grouting pressure is smaller herein Gravelly soil loose within the scope of arch can be accelerated to fall off if power is excessively high.
In the present embodiment, waterglass is mixed in grouting serous fluid, to adjust slurries setting time, increases cement grout Effective diffusion cofficient enhances slip casting effect, has saved cost.
In this implementation, advanced close slotting steel pipe is carried out to gravelly soil loose within the scope of arch and applies simple process, use is general Logical TY-28 type pneumatic drilling machine can construct.Since the Portal Section buried depth is shallower, and it is located in mountain area, surface grouting can be big Area is unfolded to construct simultaneously, substantially reduces the time of pre-grouting occupancy during tunnel excavation, ensure that tunnel excavation Safety and progress.
Method in the present invention have the advantages that the beneficial effect of the following aspects and:
1, surface grouting uses scaffold building operation platform, and making to construct is converted to breaking a little to destructions in Alpine meadow face Bad, ecological recovery is very fast after being covered with fertile soil.Greatly reduce the destruction to Alpine meadow.
2, surface grouting is accurately positioned, and is participated in suitable waterglass simultaneously using the biggish cement slurry of concentration, is increased water The effective diffusion cofficient of slurry liquid, enhances slip casting effect, has saved cost.
3, excavation method, the surface grouting of three seven remaining core soil in advance of step combine, and have prevented the feelings of gravelly soil collapsing Condition occurs, although process circulation becomes more, circulation time is shortened, due on the one hand adding there is no caving in and emitting top event Fast construction speed, while ensure that the construction quality just propped up.
4, to substrate grouting and reinforcing after inverted arch excavates, inverted arch is performed in time, ensure that barrel stabilization, tunnel bulk settling symbol Close code requirement.
5, since country rock is disclosed as slide rock gravelly soil composition, loose structure, spade can be excavated, no self-stable ability, after excavation Easily collapse.The traditional Shed-pipe Advanced Support and per-fore pouring liquid with small pipe effect that scene applies are poor, and advance reinforcement is not achieved and encloses The effect of rock.Using the form of surface grouting and the advanced close slotting steel pipe of combination when site operation, gravelly soil location has been ridden out.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in original of the invention Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within reason.

Claims (10)

1. a kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding, which is characterized in that including following Step:
A, surface grouting is pushed up by hole to reinforce the soil body below earth's surface;
B, advanced close slotting slip casting steel pipe is carried out to gravelly soil loose within the scope of arch;
C, it is excavated in barrel using three steps, seven remaining core soil in advance engineering methods;
D, after inverted arch excavation, grouting and reinforcing is carried out to inverted arch substrate.
2. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 1, special Sign is, is to squeeze into the top surface grouting construction of more slip casting steel pipes progress holes downwards by pushing up earth's surface in hole in the step a.
3. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 2, special Sign is that the position of slip casting steel pipe is distributed along tunnel vertical and horizontal, and is in quincuncial arrangement.
4. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 1, special Sign is, in the step a, before carrying out hole top surface grouting, first carries out erection construction platform in the earth's surface of hole top.
5. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 1, special Sign is, is to insert more slip casting steel pipes to loose within the scope of arch by close diagonally forward within the scope of arch in the step b Gravelly soil carries out advance reinforcement.
6. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 5, special Sign is that the outer limb of more slip casting steel pipes slip casting steel pipe circumferentially distributed along tunnel and all is 10~15 °.
7. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 1, special Sign is, is to carry out grouting and reinforcing to inverted arch bottom by squeezing into more slip casting steel pipes downwards in inverted arch substrate in the step d.
8. according to the loose slide rock rubble soil section tunnel excavation construction party of high altitude localities shallow embedding described in claim 2 or 5 or 7 Method, which is characterized in that the front end of the slip casting steel pipe is taper, and multiple injected holes are offered on the tube wall of slip casting steel pipe.
9. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 1, special Sign is that grouting serous fluid uses 0.6:1~1:1 cement slurry in the step a and d, and grouting pressure control is in 1.5~2.5MPa Between.
10. shallow embedding loose slide rock rubble soil section tunnel excavation construction method in high altitude localities according to claim 1, special Sign is, grouting serous fluid uses 0.6:1~1:1 cement slurry in the step b, and grouting pressure control 0.5~1.0MPa it Between.
CN201811457556.8A 2018-11-30 2018-11-30 A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding CN109653749A (en)

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CN111101965A (en) * 2019-12-24 2020-05-05 清华大学 Tunnel non-excavation ecological construction method

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