CN107630706A - A kind of tunnel bottom structure and construction method for eliminating highland nip tunnel inverted arch protuberance - Google Patents
A kind of tunnel bottom structure and construction method for eliminating highland nip tunnel inverted arch protuberance Download PDFInfo
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- CN107630706A CN107630706A CN201711002734.3A CN201711002734A CN107630706A CN 107630706 A CN107630706 A CN 107630706A CN 201711002734 A CN201711002734 A CN 201711002734A CN 107630706 A CN107630706 A CN 107630706A
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to Curing of Tunnel Diseases technical pattern field, in particular to a kind of tunnel bottom structure and construction method for eliminating highland nip tunnel inverted arch protuberance.Including inverted arch and backfill layer of backbreaking；Backbreak backfill layer interior edge tunnel lateral direction direction interval be drilled with multigroup relief hole, every group of relief hole includes multiple relief holes along the longitudinally spaced arrangement in tunnel；Relief hole lower end is extend into country rock square under tunnel；Offered on inverted arch a plurality of along the spaced apart gutter in tunnel lateral direction direction；One group of steel pipe is disposed with gutter；Rubble, steel pipe, the porosity communication backbreak in backfill layer and relief hole are filled with steel pipe.The tunnel bottom structure arrangement of the present invention is orderly, and working procedure is convenient compact, economic and environment-friendly significant effect.When preventing inverted arch because of high stress generation bulge fracture straight up, this method can effectively discharge crustal stress and discharge high water level underground water, so as to eliminate the potential safety hazard of tunnel later stage operation, reached prevention inverted arch and swelled the effect effected a permanent cure.
Description
Technical field
The present invention relates to Curing of Tunnel Diseases technical pattern field, and it is grand to eliminate highland nip tunnel inverted arch in particular to one kind
The tunnel bottom structure and construction method risen.
Background technology
Under the nip environment of highland, due to the collective effect of high stress sum, the tunnel built changes over time, under inverted arch
Inverted arch bulge fracture phenomenon occurs in crustal stress slow release.In order to ensure that the tunnel later stage runs the good condition being open to traffic, in tunnel
Road applies man-hour requirement and takes certain technological means to prevent inverted arch protuberance, and existing technical method typically has three kinds：Tunnel bottom surface
Injection overlength underground anchor rod, uplift pile, grouting and reinforcing.These three technical methods are to be clicked through using resisting upward crustal stress to set out
Row site operation, the effect for preventing that inverted arch from swelling, but accumulation over time, surrouding rock stress are served within the regular hour
Slow release causes the upward crustal stress increase of inverted arch lower vertical, and so as to produce inverted arch bulge fracture, existing technical method is only
The effect taken stopgap measures and can not effected a permanent cure can be played.
Have entitled " a kind of tunnel bottom structure for reducing existing tunnel inverted arch water pressure " of Patent No. " CN206092002U "
Chinese utility model patent describe a kind of tunnel bottom structure, by tunnel bottom arrange inverted arch packed layer, in inverted arch
The longitudinally disposed Central drain in heart position, relief hole is drilled with Central drain and inverted arch packed layer, by being installed in relief hole
Pressure release steel pipe, the underground water in country rock is discharged in Central drain using steel pipe, so as to discharge groundwater pressure, avoids country rock
Interior hydraulic pressure is too high to produce destruction to tunnel bottom.Although the tunnel bottom structure is relatively easy, actually due to pacifying in relief hole
Dress pressure release steel pipe is unfavorable for the discharge of underground water, and because steel pipe only has bottom and sidepiece to be provided with outlet, underground water can only lead to
Cross steel pipe sidepiece and bottom is entered in steel pipe, drainage rates are too low, and the steel pipe for offering apopore is drilled into country rock in addition
It is interior, difficulty of construction is virtually improved, its intensity significantly declines after steel pipe perforate, is unfavorable for piling construction.And actually
Steel pipe is unfavorable for the dissipation of crustal stress, easily causes inverted arch protuberance, do not reach dissipation crustal stress as a rigid member
Purpose.
The content of the invention
Present invention aim to the tunnel bottom structure for the prior art for solving to mention in above-mentioned background technology to be unfavorable for ground
Lower water discharge, also it is unfavorable for the problem of crustal stress dissipates, there is provided a kind of tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance
And construction method.
The technical scheme is that：A kind of tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance, including positioned at tunnel
The inverted arch of road bottom, it is characterised in that：Also include the backfill layer of backbreaking below inverted arch；Described backfill layer of backbreaking is rubble
The pore structure of filling, backbreaking to backfill is drilled with multiple relief holes in country rock below layer, multiple relief holes installations are laterally in a row, vertical
Side under tunnel is arranged in array pattern in column；Described relief hole lower end is extend into country rock square under tunnel, its upper end
Maintain an equal level with the lower end for backfill layer of backbreaking, rubble is filled with relief hole；Described inverted arch is to pour in mixed on backfill layer of backbreaking
Soil layer is coagulated, is offered on inverted arch a plurality of along the spaced apart gutter in tunnel lateral direction direction；Described gutter is to be indulged along tunnel
To the water leg of arrangement, one group of steel pipe is disposed with gutter, every group of steel pipe includes the steel more along the longitudinally spaced arrangement in tunnel
Pipe；Rubble is filled with described steel pipe, steel pipe lower end, which is extend into, backbreaks in backfill layer, steel pipe, backbreak backfill layer and relief hole
Interior porosity communication.
Further described steel pipe vertically penetrates gutter, and lower end extend into backfill layer of backbreaking, and its upper end is high
It is less than the upper surface of inverted arch in gutter bottom surface.
Every further described steel pipe is in a lateral direction between two neighboring relief hole, steel pipe and relief hole
In the vertical direction is not overlapping.
Further described diameter of steel tube is 20~40cm, and length is 1~2m, along between the adjacent steel pipe in tunnel lateral direction direction
Every 4~5m, the adjacent 10~15m of steel pipe interval being in along tunnel longitudinal direction in same gutter.
Further described steel pipe lower end extend into 20~40cm in backfill layer of backbreaking, and gutter bottom surface is stretched out in its upper end
10~20cm.
A kind of construction method for eliminating highland nip tunnel inverted arch protuberance, it is characterised in that：Treat that Tunnel is completed
Afterwards, tunnel bottom is carried out excavating formation and backbreak filling region, the country rock below filling region of backbreaking is drilled with relief hole, to letting out
Backfill rubble forms backfill layer of backbreaking in pressure hole and filling region of backbreaking, and steel pipe lower end is embedded in the rubble for backfill layer of backbreaking
It is interior, and steel pipe upper end is exposed gutter bottom surface to be poured, steel pipe is pre-buried to be completed to fill rubble to upper pipes in backward steel pipe
Mouthful, then form the inverted arch with a plurality of gutter in casting concrete on backfill layer of backbreaking.
Further tunnel bottom excavate and form the method for filling region of backbreaking and be：To under inverted arch design section
Fang Jinhang is excavated, and excavating 40~60cm downwards along the lower end of inverted arch design section forms filling region of backbreaking.
The method that further country rock below filling region of backbreaking is drilled with relief hole is：Along tunnel lateral direction direction interval
2~4m, 5~8m of longitudinal direction interval are drilled with a diameter of 10~30cm, lower end vertically to the country rock below filling region of backbreaking
It extend into the relief hole of 20~30m in country rock, the relief hole of first symmetrical construction tunnel lateral direction both sides, according still further to from tunnel lateral direction side
Direction among portion to tunnel carries out pressure release hole drill and plays construction successively.
Rubble is further backfilled in filling region to relief hole and backbreaking form the method for backfill layer of backbreaking and be：Drill
Cheng Hou, the rubble that particle diameter is 3~5cm is backfilled into relief hole and filling region of backbreaking, make the rubble in relief hole and backbreak back
Porosity communication between rubble in packing course.
Further comprise the following steps：1), after the completion of Tunnel, along the lower end of inverted arch design section downwards
Excavate 40~60cm and form backfill region of backbreaking；
2), vertically it is extend into 20 in country rock to 10~30cm of country rock construction diameter below backfill region of backbreaking, lower end
~30m relief hole, form the relief hole hole group along 2~4m of tunnel lateral direction interval, 5~8m of longitudinal direction interval；
3), backfill the rubble that particle diameter is 3~5cm into relief hole and backfill region of backbreaking and form backfill layer of backbreaking；
4) it is, the vertical of 1~2m in backbreak pre-buried a diameter of 20~40cm, length on backfill layer along gutter design attitude
Steel pipe, the pre-buried finger in 20~40cm of steel pipe lower end part is backbreak in backfill layer, 3~5cm rubble is filled into steel pipe to steel
The upper end of pipe；
5) inverted arch with a plurality of gutter, is formed in casting concrete on backfill layer of backbreaking, row is exposed into steel pipe upper end
10~20cm of ditch bottom surface, after inverted arch coagulation soil stabilization, complete the construction of tunnel bottom structure.
Advantages of the present invention has：1st, by setting relief hole and rubble being filled into relief hole, soil layer below inverted arch is made
Crustal stress can effectively be discharged, and the underground water in country rock can also be discharged by relief hole, with effectively reducing country rock
Destruction of the stress to inverted arch；
2nd, by setting steel pipe connection backfill layer of backbreaking effectively can to draw underground water, and steel pipe can also ensure that and face upward
Arch has good intensity, will not cause the damage of inverted arch structure because of excavating to drill；
3rd, by the way that the rubble in relief hole, the rubble in the backbreak rubble and steel pipe that backfill layer are carried out into porosity communication, make
Underground water carries out rapid osmotic discharge by capillarity, effectively reduces destruction of the crustal stress to inverted arch.
The tunnel bottom structure arrangement of the present invention is orderly, and working procedure is convenient compact, economic and environment-friendly significant effect.In prevention inverted arch
Because when high stress produces bulge fracture straight up, this method can effectively discharge crustal stress and discharge high water level underground
Water, so as to eliminate the potential safety hazard of tunnel later stage operation, the effect that prevention inverted arch protuberance effects a permanent cure is reached.
Brief description of the drawings
Fig. 1：Backbreak and backfill filling crushed stone schematic diagram in layer and relief hole；
Fig. 2：The structural representation of embedded steel tube；
Fig. 3：The constructing structure schematic diagram of the present invention；
Wherein：1-preliminary bracing；2-inverted arch；3-backfill layer of backbreaking；4-gutter；5-steel pipe；6-relief hole.
Embodiment
The present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings.
Such as Fig. 1~3, a kind of tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance, the preliminary bracing 1 in tunnel is completed
Afterwards, excavated in the lower section of the design section of inverted arch 2, excavate 40~60cm downwards and form backfill region of backbreaking, this part is backbreak backfill
Region be used for backfill rubble formed backbreak backfill layer 3, by rubble filling can the ready-made supporting layer with many holes, hole
Structure can effectively be dissipated crustal stress, and pore structure can be discharged underground water by capillarity in addition, avoid hydraulic pressure excessive,
Destruction to inverted arch 2.
In order to quickly come out the underground water discharge in country rock square under tunnel, the present embodiment is in backfill layer 3 of backbreaking
The country rock internal drilling of lower section, as shown in Figures 1 to 3, the present embodiment bores relief hole 6 on country rock, along tunnel lateral direction direction interval 2~
4m, 5~8m of longitudinal direction interval are drilled with a diameter of 10~30cm, lower end to the country rock below filling region of backbreaking and vertically stretched into
20~30m relief hole 6 in country rock, be filled with rubble in relief hole 6, and rubble in relief hole 6 and backbreaking is backfilled in layer 3
Rubble is connection on hole, and underground water can be discharged by the space between rubble, in addition filled with broken in relief hole 6
Stone, is effectively equivalent to a flexible strain relief, and crustal stress can be released by extruding rubble hole.
The inverted arch 2 of the present embodiment is concrete layer, is offered on inverted arch 2 a plurality of along the spaced apart row in tunnel lateral direction direction
Ditch 4, gutter 4 are the water leg being longitudinally arranged along tunnel, and one group of steel pipe 5, every group of steel pipe 5 are disposed with every gutter 4
Including the steel pipe 5 more along the longitudinally spaced arrangement in tunnel, rubble is filled with steel pipe 5.The steel pipe 5 of the present embodiment is conduit knot
Structure, for discharging underground water, steel pipe 5 vertically penetrates gutter 4, and lower end extend into backfill layer 3 of backbreaking, and its upper end is higher than
The bottom surface of gutter 4 is less than the upper surface of inverted arch 2.Every steel pipe 5 is in a lateral direction between two neighboring relief hole 6, steel
Pipe 5 and the in the vertical direction of relief hole 6 be not overlapping.5 a diameter of 20~40cm of steel pipe, length is 1~2m, along tunnel lateral direction direction
Adjacent steel pipe 5 is spaced 4~5m, and the adjacent steel pipe 5 being in along tunnel longitudinal direction in same gutter is spaced 10~15m.Steel pipe 5
Lower end extend into 20~40cm in backfill layer 3 of backbreaking, and the 10~20cm of bottom surface of gutter 4 is stretched out in its upper end.Steel pipe 5, backfill of backbreaking
Porosity communication in layer 3 and relief hole 6.Underground water is discharged in gutter 4 by capillarity.
During practice of construction：1st, after the completion of Tunnel 1,40 are excavated downwards along the lower end of the design section of inverted arch 2~
60cm forms backfill region of backbreaking；
2nd, vertically extend into 20 in country rock to 10~30cm of country rock construction diameter below backfill region of backbreaking, lower end~
30m relief hole 6, form the hole group of relief hole 6 along 2~4m of tunnel lateral direction interval, 5~8m of longitudinal direction interval；
3rd, backfill the rubble that particle diameter is 3~5cm into relief hole 6 and backfill region of backbreaking and form backfill layer 3 of backbreaking, such as scheme
Shown in 1；
4th, it is the perpendicular of 1~2m in backbreak pre-buried a diameter of 20~40cm, length on backfill layer 3 along the design attitude of gutter 4
To steel pipe 5, the pre-buried finger in the 20~40cm of lower end of steel pipe 5 part is backbreak in backfill layer 3, as shown in Fig. 2 filling 3 into steel pipe 5
~5cm rubble is to the upper end of steel pipe 5；
5th, the inverted arch 2 with a plurality of gutter 4 is formed in casting concrete on backfill layer 3 of backbreaking, the upper end of steel pipe 5 is exposed
10~the 20cm of bottom surface of gutter 4, as shown in figure 3, after the coagulation soil stabilization of inverted arch 2, complete the construction of tunnel bottom structure.
The rubble of the present embodiment is 3~5cm grain-size grade rubble.
General principle, principal character and the advantages of the present invention of the present invention has been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the simply explanation described in above-described embodiment and specification is originally
The principle of invention, various changes and modifications of the present invention are possible without departing from the spirit and scope of the present invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent defines.
Claims (10)
1. a kind of tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance, including the inverted arch (2) positioned at tunnel bottom, its feature
It is：Also include the backfill layer (3) of backbreaking below inverted arch (2)；The described hole that backfill layer (3) is rubble filling of backbreaking
Structure, backbreaking to backfill is drilled with multiple relief holes (6) in country rock below layer (3), multiple relief holes (6) are according to laterally in a row, vertical
Side under tunnel is arranged in array pattern in column；Described relief hole (6) lower end is extend into country rock square under tunnel, thereon
Hold and the backbreak lower end of backfill layer (3) maintains an equal level, and is filled with rubble in relief hole (6)；Described inverted arch (2) is pours in backbreaking back
Concrete layer on packing course (3), offer on inverted arch (2) a plurality of along the spaced apart gutter in tunnel lateral direction direction (4)；It is described
Gutter (4) be the water leg that is longitudinally arranged along tunnel, is disposed with one group of steel pipe (5), every group of steel pipe in every gutter (4)
(5) steel pipe (5) more along the longitudinally spaced arrangement in tunnel is included；Rubble, steel pipe (5) lower end are filled with described steel pipe (5)
It extend into and backbreaks in backfill layer (3), steel pipe (5), the porosity communication backbreak in backfill layer (3) and relief hole (6).
A kind of 2. tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 1, it is characterised in that：It is described
Steel pipe (5) vertically penetrate gutter (4), lower end extend into backfill layer (3) of backbreaking, and its upper end is higher than gutter (4)
Bottom surface is less than the upper surface of inverted arch (2).
A kind of 3. tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 2, it is characterised in that：It is described
Every steel pipe (5) in a lateral direction between two neighboring relief hole (6), steel pipe (5) is with relief hole (6) in vertical side
It is not overlapping upwards.
A kind of 4. tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 3, it is characterised in that：It is described
Steel pipe (5) a diameter of 20~40cm, length is 1~2m, along the adjacent steel pipe in tunnel lateral direction direction (5) be spaced 4~5m, along tunnel
The adjacent steel pipe (5) that longitudinal direction is in same gutter is spaced 10~15m.
A kind of 5. tunnel bottom structure for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 4, it is characterised in that：It is described
Steel pipe (5) lower end extend into 20~40cm in backfill layer (3) of backbreaking, gutter (4) 10~20cm of bottom surface is stretched out in its upper end.
A kind of 6. construction method for eliminating highland nip tunnel inverted arch protuberance, it is characterised in that：Treat that Tunnel (1) is completed
Afterwards, tunnel bottom being carried out excavating formation and backbreak filling region, the country rock below filling region of backbreaking is drilled with relief hole (6),
Into relief hole (6) and filling region of backbreaking, backfill rubble forms backfill layer (3) of backbreaking, and steel pipe (5) lower end is embedded in and backbreak
In the rubble for backfilling layer (3), and steel pipe (5) upper end is set to expose gutter to be poured (4) bottom surface, after the completion of steel pipe (5) is pre-buried
Rubble is filled in steel pipe (5) to upper end tube nozzle, then being formed in casting concrete on backfill layer (3) of backbreaking has a plurality of draining
The inverted arch (2) of ditch (4).
A kind of 7. construction method for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 6, it is characterised in that：To tunnel
Road bottom carries out excavating the method for forming filling region of backbreaking：To being excavated below inverted arch (2) design section, along inverted arch
(2) lower end of design section excavates 40~60cm and forms filling region of backbreaking downwards.
A kind of 8. construction method for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 6, it is characterised in that：Super
The country rock dug below filling region is drilled with the method for relief hole (6)：Along between tunnel lateral direction direction 2~4m of interval, longitudinal direction
Every 5~8m to the country rock below filling region of backbreaking be drilled with a diameter of 10~30cm, lower end vertically extend into 20 in country rock~
30m relief hole (6), the relief hole (6) of first symmetrical construction tunnel lateral direction both sides, in from tunnel lateral direction both sides to tunnel
Between direction carry out successively relief hole (6) bore play construction.
A kind of 9. construction method for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 6, it is characterised in that：To letting out
Pressure hole (6) and backfill rubble in filling region of backbreaking form to backbreak and backfill the method for layer (3) and be：After the completion of drilling, to relief hole
(6) and in filling region of backbreaking backfill particle diameter is 3~5cm rubble, makes the rubble in relief hole (6) and backbreak to backfill layer (3)
Porosity communication between interior rubble.
A kind of 10. construction method for eliminating highland nip tunnel inverted arch protuberance as claimed in claim 6, it is characterised in that：Bag
Include following steps：1), after the completion of Tunnel (1), 40~60cm is excavated downwards along the lower end of inverted arch (2) design section
Formation, which is backbreak, backfills region；
2), vertically it extend into 20~30m in country rock to 10~30cm of country rock construction diameter below backfill region of backbreaking, lower end
Relief hole (6), form relief hole (6) Kong Qun along 2~4m of tunnel lateral direction interval, 5~8m of longitudinal direction interval；
3), backfill the rubble that particle diameter is 3~5cm into relief hole (6) and backfill region of backbreaking and form backfill layer (3) of backbreaking；
4) it is, the perpendicular of 1~2m in backbreak pre-buried a diameter of 20~40cm on backfill layer (3), length along gutter (4) design attitude
To steel pipe (5), the pre-buried finger in steel pipe (5) 20~40cm of lower end part is backbreak in backfill layer (3), to steel pipe (5) in filling 3~
5cm rubble to steel pipe (5) upper end；
5) inverted arch (2) with a plurality of gutter (4), is formed in casting concrete on backfill layer (3) of backbreaking, by steel pipe (5)
Gutter (4) 10~20cm of bottom surface is exposed at end, after inverted arch (2) coagulation soil stabilization, completes the construction of tunnel bottom structure.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711002734.3A CN107630706B (en) | 2017-10-24 | 2017-10-24 | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method |
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| CN201711002734.3A CN107630706B (en) | 2017-10-24 | 2017-10-24 | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108316062A (en) * | 2018-02-11 | 2018-07-24 | 中铁二院工程集团有限责任公司 | A kind of control device and its construction method of non-fragment orbit tunnel arching of bottom |
| CN111779500A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
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| CN108316062A (en) * | 2018-02-11 | 2018-07-24 | 中铁二院工程集团有限责任公司 | A kind of control device and its construction method of non-fragment orbit tunnel arching of bottom |
| CN108316062B (en) * | 2018-02-11 | 2020-04-21 | 中铁二院工程集团有限责任公司 | Construction method of control device for tunnel bottom upper arch of ballastless track |
| CN111779500A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
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