CN204253054U - Mountain tunnel stake arch cap excavation method comprehensive support structure - Google Patents
Mountain tunnel stake arch cap excavation method comprehensive support structure Download PDFInfo
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- CN204253054U CN204253054U CN201420739014.0U CN201420739014U CN204253054U CN 204253054 U CN204253054 U CN 204253054U CN 201420739014 U CN201420739014 U CN 201420739014U CN 204253054 U CN204253054 U CN 204253054U
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Abstract
The utility model provides a kind of mountain tunnel stake arch cap excavation method comprehensive support structure, comprise drilled pile, Tunnel Second Lining structure that two rows are parallel to each other and protect arch, protect arch execute be built in two row hole drilling stakes stake top between, Tunnel Second Lining structure is executed to be built in and is protected arch below, Tunnel Second Lining structural base is executed and is had slabstone layer of concrete, executes and have grouting and reinforcing district below sheet stone concrete.The utility model effectively ensures stability of the hill and working security.
Description
Technical field
The utility model relates to mountain railway constructing tunnel field, is specifically related to a kind of mountain tunnel stake arch cap excavation method comprehensive support structure.
Background technology
In Mountain Tunnels entrance construction process, encounter complicated geological environment, or when around having special building to limit, according to construction method in the past, many drawbacks will be produced.If slope excavation is put at hole, directly existing open cut tunnel excavation face-upward slope ratio of slope is slowed down to design slope ratio, though such construction cost is low, but excavated volume is large, construction risk is large, very easily cause the unstability that face-upward slope is wider, hole is entered to safety and causes adverse effect, if hillside there is building exist, be unfavorable for building homeostasis.If hole open cut, interim side slope adopt pile plate wall protection, the method engineering cost is comparatively large, constructs more complicated, and open-cut tunnel structure is executed man-hour requirement and removed stull and support replacement, does not utilize formwork jumbo operation; Slope stake board wall be difficult to ensure to face upward slope stablize with its above building safety.If surface grouting shallow mining method after adopting hole backfill, the engineering cost easily increased, and slip casting effect is difficult to ensure, if slip casting effect is undesirable, carries out boring construction and still has suitable risk to hole is stable.
Utility model content
For above-mentioned technical problem, the utility model provides a kind of mountain tunnel stake arch cap excavation method comprehensive support structure, effectively ensures stability of the hill and working security.
The utility model provides a kind of mountain tunnel stake arch cap excavation method comprehensive support structure, comprise drilled pile, Tunnel Second Lining structure that two rows are parallel to each other and protect arch, protect arch execute be built in two row hole drilling stakes stake top between, Tunnel Second Lining structure is executed to be built in and is protected arch below, Tunnel Second Lining structural base is executed and is had slabstone layer of concrete, executes and have grouting and reinforcing district below slabstone layer of concrete.
Described drilled pile inside wall is provided with combined bolting and shotcrete structure.
Described tunnel two-lining structure is the closed frame structure be made up of arch wall, two abutment walls, inverted arch, and arch wall is between the top of two abutment walls, and inverted arch is between the bottom of two abutment walls.
Described inverted arch is embedded in slabstone layer of concrete.
Be embedded with slip casting steel pipe in described slabstone layer of concrete, described slip casting steel pipe stretches into grouting and reinforcing district through slabstone layer of concrete and inverted arch.
Described protect arch with arch wall between execute have drainage and backfill have concrete block.
The described top protecting arch is executed and is had backfill rock layers, and the surface of described backfill rock layers is executed and had clay water barrier.
The utility model encircles Composite Supporting System by the stake that complemented each other to form protecting arch and drilled pile, longitudinal pre support mechanical property of the slope supporting performance achieving drilled pile and the support basic property protecting arch, arch structure, both organically combine and ensure that the stratum of construction period is stablized, for the construction of lower step dark hole creates good pre support system.Drilled pile of the present utility model and protect arch and cooperatively interact act on Tunnel Second Lining structure, is provided with slabstone layer of concrete and grouting and reinforcing district simultaneously, effectively forms firm tunnel support structure.The top protecting arch is provided with backfill rock layers clay water barrier, ensures the resistance to overturning of tunnel support structure and massif further.Tunnel Second Lining structure and protect between arch and be provided with drainage mechanism, ensures the safety of construction further.The utility model, as a kind of new structural systen, meets entrance construction requirement in particular cases preferably, and generalization is strong, is applicable to mountain railway tunnel complicated geological environment, or uses when having special building to limit around.
Accompanying drawing explanation
Fig. 1 is the utility model construction schematic diagram a
Fig. 2 is the utility model construction schematic diagram b
Fig. 3 is the utility model construction schematic diagram c
Fig. 4 is the utility model structural representation
Wherein, 1-drilled pile, 2-protects arch, 3-Tunnel Second Lining structure, 31-inverted arch, 32-abutment wall, 33-arch wall, 4-slabstone layer of concrete, 5-grouting and reinforcing district, 6-slip casting steel pipe, 7-backfill rock layers, 8-clay water barrier, 9-false stull, 10-above-ground route.
Detailed description of the invention
Below in conjunction with Figure of description and specific embodiment, the utility model is described further:
The utility model provides a kind of mountain tunnel stake arch cap excavation method comprehensive support structure, comprise drilled pile 1, Tunnel Second Lining structure 3 that two rows are parallel to each other and protect arch 2, protect arch 2 execute be built in two row hole drilling stakes 1 stake top between, Tunnel Second Lining 3 structure is executed to be built in and is protected below arch 2, execute bottom Tunnel Second Lining structure 3 and have slabstone layer of concrete 4, execute below slabstone layer of concrete 4 and have grouting and reinforcing district 5.Described drilled pile 1 is with to protect arch 2 hinged, both complement each other to form stake arch Composite Supporting System, the slope supporting performance achieving drilled pile 1 and the support basic property protecting arch 2, longitudinal pre support mechanical property, both organically combine and ensure that the stratum of construction period is stablized, for the dark hole of lower step creates good pre support system.The bottom of Tunnel Second Lining structure 3 is disposed with slabstone layer of concrete 4 and grouting and reinforcing district 5 from top to bottom, ensures the stability of tunnel support structure further.
In technique scheme, drilled pile 1 inside wall is provided with combined bolting and shotcrete structure 11, effectively prevents stratum from loosening and is separated.
In technique scheme, tunnel two-lining structure 3 is the closed frame structure be made up of arch wall 33, two abutment walls 32, inverted arch 31, and arch wall is between the top of two abutment walls, and inverted arch is between the bottom of two abutment walls.Described inverted arch 31 is embedded in slabstone layer of concrete 4.The upper surface of inverted arch 31 and soffit are all equipped with sheet stone concrete.Be embedded with slip casting steel pipe 6 in slabstone layer of concrete 4, described slip casting steel pipe 6 stretches into grouting and reinforcing district 5 through slabstone layer of concrete 4 and inverted arch 31, realizes executing of grouting and reinforcing district 5 build in work progress by slip casting steel pipe 6.Described slabstone layer of concrete 4 and grouting and reinforcing district 5 are all between two row hole drilling stakes 1.
In technique scheme, protect to execute between arch 2 and arch wall 33 and have drainage and backfill has concrete block, ensure construction safety stability further.Described drainage can be selected according to engineering demand, as gutter, non-woven fabrics etc.
In technique scheme, the top protecting arch 2 is executed and is had backfill rock layers 7, and for the massif above back-pressure Strengthening Tunnel, ensure stability of the hill further, the surface of described backfill rock layers 7 is executed and had clay water barrier 8, ensures the stability of supporting and protection structure further.
During construction, as shown in Figure 1 after above-ground route carries out side slope superficial excavation 10 times, apply drilled pile, and execute between two row hole drilling stakes and build false stull 9, for stable drilled pile;
After completing as shown in Figure 2, apply and protect arch 2, and tentatively backfill protecting arch top, apply backfill rock layers 7 points of bench excavation tunnels, apply combined bolting and shotcrete structure 11 at drilled pile 1 inside wall simultaneously;
As shown in Figure 3, dig to substrate design absolute altitude, perfusion substrate, change washer stone concrete layer, apply inverted arch and short abutment wall simultaneously, and in slabstone layer of concrete pre-buried substrate slip casting steel pipe 6;
As shown in Figure 4, after distortion to be monitored tends towards stability, remove false stull 9, apply lining cutting guarded drainage layer as drainage, formwork jumbo segmentation is adopted to apply open cut tunnel arch wall 33, implement substrate slip casting by slip casting steel pipe 6, after backfill stone makes backfill rock layers 7 reach design elevation after completing the construction in grouting and reinforcing district 5, apply clay water barrier 8.
Obviously, those skilled in the art can carry out various change and modification to the utility model and not depart from the spirit and scope of the present invention.Like this, if these amendments of the present utility model and modification belong within the scope of the utility model claim and equivalent technologies thereof, then the utility model is also intended to comprise these change and modification.
The content be not described in detail in this manual belongs to the known prior art of professional and technical personnel in the field.
Claims (7)
1. a mountain tunnel stake arch cap excavation method comprehensive support structure, it is characterized in that comprising drilled pile (1), Tunnel Second Lining structure (3) that two rows are parallel to each other and protect arch (2), protect arch (2) execute be built in two row hole drilling stakes (1) stake top between, Tunnel Second Lining structure (3) is executed to be built in and is protected arch (2) below, Tunnel Second Lining structure (3) bottom is executed and is had slabstone layer of concrete (4), executes and have grouting and reinforcing district (5) below slabstone layer of concrete.
2. mountain tunnel stake arch cap excavation method comprehensive support structure according to claim 1, is characterized in that drilled pile (1) inside wall is provided with combined bolting and shotcrete structure.
3. mountain tunnel stake arch cap excavation method comprehensive support structure according to claim 2, it is characterized in that tunnel two-lining structure is the closed frame structure be made up of arch wall (33), two abutment walls (32), inverted arch (31), arch wall (33) is positioned between the top of two abutment walls (32), and inverted arch (31) is positioned between the bottom of two abutment walls (32).
4. mountain tunnel stake arch cap excavation method comprehensive support structure according to claim 3, is characterized in that described inverted arch (31) is embedded in slabstone layer of concrete (4).
5. mountain tunnel stake arch cap excavation method comprehensive support structure according to claim 4, it is characterized in that being embedded with slip casting steel pipe (6) in slabstone layer of concrete (4), described slip casting steel pipe (6) stretches into grouting and reinforcing district (5) through slabstone layer of concrete (4) and inverted arch (31).
6. mountain tunnel stake according to claim 5 arch cap excavation method comprehensive support structure, it is characterized in that protecting executing to have drainage and backfill between arch (2) and arch wall (33) has concrete block.
7. mountain tunnel stake arch cap excavation method comprehensive support structure according to claim 6, the top that it is characterized in that protecting arch (2) is executed and is had backfill rock layers (7), and the surface of described backfill rock layers (7) is executed and had clay water barrier (8).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420739014.0U CN204253054U (en) | 2014-11-28 | 2014-11-28 | Mountain tunnel stake arch cap excavation method comprehensive support structure |
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| CN201420739014.0U CN204253054U (en) | 2014-11-28 | 2014-11-28 | Mountain tunnel stake arch cap excavation method comprehensive support structure |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804117A (en) * | 2016-05-17 | 2016-07-27 | 宁波交通工程建设集团有限公司 | Formwork tie bar structure of soil arch mould in cover-excavation method for mountain highway tunnel, and construction method thereof |
| CN105927272A (en) * | 2016-06-12 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Floor anchoring constraint tunnel lining structure |
| CN106437748A (en) * | 2016-06-12 | 2017-02-22 | 中铁二院工程集团有限责任公司 | Separated maintainable tunnel lining structure |
| CN106761771A (en) * | 2016-11-22 | 2017-05-31 | 宁波市交通规划设计研究院有限公司 | A kind of construction method for crossing native shallow tunnel on rock under the location of mountain valley |
| CN108086994A (en) * | 2018-01-08 | 2018-05-29 | 兰州理工大学 | One kind passes through unfavourable geological tunnel set bridge underground structure and construction method |
| CN108560568A (en) * | 2018-02-09 | 2018-09-21 | 兰州交通大学 | A kind of high roadbed tunnel off-load safeguard structure and its construction method |
| CN108868826A (en) * | 2018-07-06 | 2018-11-23 | 中铁二院工程集团有限责任公司 | Tunnel Gushing section primary support structure with ribbing and construction method |
| CN109441478A (en) * | 2018-10-09 | 2019-03-08 | 黄河勘测规划设计有限公司 | The advanced leverage of IV class of tunnel, V class surrounding rock encircles damping reinforcement method |
| CN109653749A (en) * | 2018-11-30 | 2019-04-19 | 中铁二局第五工程有限公司 | A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding |
| CN109915150A (en) * | 2019-04-26 | 2019-06-21 | 重庆交通大学 | A kind of pile foundation pre-reinforcement supporting construction and its construction method controlling tunnel subsidence |
| CN110748358A (en) * | 2019-08-27 | 2020-02-04 | 西南交通大学 | Cold region tunnel entrance to a cave two-sided heat preservation system |
| CN112065467A (en) * | 2020-09-23 | 2020-12-11 | 中铁工程装备集团有限公司 | Underground engineering supporting structure and construction method thereof |
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2014
- 2014-11-28 CN CN201420739014.0U patent/CN204253054U/en active Active
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804117A (en) * | 2016-05-17 | 2016-07-27 | 宁波交通工程建设集团有限公司 | Formwork tie bar structure of soil arch mould in cover-excavation method for mountain highway tunnel, and construction method thereof |
| CN105927272B (en) * | 2016-06-12 | 2019-01-04 | 中铁二院工程集团有限责任公司 | Bottom plate anchors restricted type tunnel lining structure |
| CN105927272A (en) * | 2016-06-12 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Floor anchoring constraint tunnel lining structure |
| CN106437748A (en) * | 2016-06-12 | 2017-02-22 | 中铁二院工程集团有限责任公司 | Separated maintainable tunnel lining structure |
| CN106437748B (en) * | 2016-06-12 | 2019-01-22 | 中铁二院工程集团有限责任公司 | A kind of separate type can repair tunnel lining structure |
| CN106761771A (en) * | 2016-11-22 | 2017-05-31 | 宁波市交通规划设计研究院有限公司 | A kind of construction method for crossing native shallow tunnel on rock under the location of mountain valley |
| CN108086994A (en) * | 2018-01-08 | 2018-05-29 | 兰州理工大学 | One kind passes through unfavourable geological tunnel set bridge underground structure and construction method |
| CN108086994B (en) * | 2018-01-08 | 2019-04-05 | 兰州理工大学 | One kind passing through unfavourable geological tunnel set bridge underground structure and construction method |
| CN108560568A (en) * | 2018-02-09 | 2018-09-21 | 兰州交通大学 | A kind of high roadbed tunnel off-load safeguard structure and its construction method |
| CN108560568B (en) * | 2018-02-09 | 2023-11-21 | 兰州交通大学 | High-fill tunnel load shedding protection structure and construction method thereof |
| CN108868826A (en) * | 2018-07-06 | 2018-11-23 | 中铁二院工程集团有限责任公司 | Tunnel Gushing section primary support structure with ribbing and construction method |
| CN108868826B (en) * | 2018-07-06 | 2023-11-17 | 中铁二院工程集团有限责任公司 | Construction method of ribbed primary support structure of tunnel water burst section |
| CN109441478A (en) * | 2018-10-09 | 2019-03-08 | 黄河勘测规划设计有限公司 | The advanced leverage of IV class of tunnel, V class surrounding rock encircles damping reinforcement method |
| CN109441478B (en) * | 2018-10-09 | 2020-04-28 | 黄河勘测规划设计研究院有限公司 | Method for damping and reinforcing IV-type and V-type surrounding rock advanced rod system arch of tunnel |
| CN109653749A (en) * | 2018-11-30 | 2019-04-19 | 中铁二局第五工程有限公司 | A kind of loose slide rock rubble soil section tunnel excavation construction method of high altitude localities shallow embedding |
| CN109915150A (en) * | 2019-04-26 | 2019-06-21 | 重庆交通大学 | A kind of pile foundation pre-reinforcement supporting construction and its construction method controlling tunnel subsidence |
| CN110748358A (en) * | 2019-08-27 | 2020-02-04 | 西南交通大学 | Cold region tunnel entrance to a cave two-sided heat preservation system |
| CN112065467A (en) * | 2020-09-23 | 2020-12-11 | 中铁工程装备集团有限公司 | Underground engineering supporting structure and construction method thereof |
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