CN203547763U - High backfilling anti-sliding open cut tunnel structure - Google Patents
High backfilling anti-sliding open cut tunnel structure Download PDFInfo
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- CN203547763U CN203547763U CN201320655961.7U CN201320655961U CN203547763U CN 203547763 U CN203547763 U CN 203547763U CN 201320655961 U CN201320655961 U CN 201320655961U CN 203547763 U CN203547763 U CN 203547763U
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- bored pile
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- 239000011150 reinforced concrete Substances 0.000 claims abstract description 6
- 210000003205 muscle Anatomy 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 2
- 239000002689 soil Substances 0.000 abstract description 7
- 238000005553 drilling Methods 0.000 abstract 3
- 238000004873 anchoring Methods 0.000 abstract 1
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 239000004567 concrete Substances 0.000 description 8
- 238000010276 construction Methods 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 239000000758 substrate Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002146 bilateral effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
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- Lining And Supports For Tunnels (AREA)
Abstract
A high backfilling anti-sliding open cut tunnel structure does not relay on anchoring measures such as a large-sized anti-sliding pile and an anchor cable, can singly bear the horizontal sliding force generated by the sliding of peripheral backfilling soil, ensures a stable structure, meets the demand of a high backfilling soil load above an arch top on a base, prevents lining from being subjected to overlarge or uneven settlement, and ensures driving safety and the bearing force of a structural foundation is improved. The high backfilling anti-sliding open cut tunnel structure comprises a reinforced concrete liner formed by an arch ring section (3), side wall sections (4) and a bottom plate section (5); drilling pouring piles are arranged on the bottom plate section (5) along the horizontal and length directions at intervals; each drilling pouring pile and the bottom plate section (5) are integrally poured and a poured pile main rib (10) of each drilling pouring pile extends into the bottom plate section (5) to form an integral stress structure.
Description
Technical field
The utility model relates to railway tunnel, and particularly a kind of high backfill antiskid moves open cut tunnel liner structure.
Background technology
Tunnel open-cut tunnel structure type mainly contains cutting symmetric form, bias voltage type, side-hill fill bias voltage type, single die mould open cut tunnel at present, be applicable to the open cut tunnel tunnel of building by cut and cover method under cutting or side-hill fill orographic condition, one side of open cut tunnel or bilateral are cut slope, general falling rocks, avalanche, mud-rock flow etc. can be defendd after banketing in top, hole, and under the condition of stability of slope, open cut tunnel is not considered horizontal direction sliding force conventionally.At the anti-skid-type open cut tunnel of landslide location design normally in conjunction with measures such as antislide pile, anchor cables, shared landslide horizontal thrust effect together with open cut tunnel.The Tunnel Design regulation and stipulation open cut tunnel top thickness that bankets is not less than 1.5m, has only considered that structure can bear limit, face upward caving on a small quantity of slope, pushes up maximum backfill thickness do not do requirement for open cut tunnel.Along with the railway that passes through city is on the increase, be subject to the factor controllings such as urban planning, for reserved planned land use and road, conventionally need to take the scheme of passing through with open cut tunnel pattern, open cut tunnel lining side wall both sides are usually located in backfill, and backfill highly continues to increase, be subject to the domatic impact of former landform and backfill, open-cut tunnel structure is except bearing backfill pressure, during as soil body generation slippage, open cut tunnel will bear larger horizontal slip power, stable and safety to open-cut tunnel structure impacts, because open cut tunnel both sides are backfill, antislide pile, the anchor measures such as anchor cable cannot be used, therefore need open-cut tunnel structure to bear separately soil body sliding force, make open cut tunnel tunnel tradition build technology and theoretical face new problem.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of high backfill antiskid and moves open-cut tunnel structure, this structure does not rely on the anchor measures such as large-scale antislide pile, anchor cable, can bear separately the horizontal slip power that backfill slippage around produces, guarantee Stability Analysis of Structures, and can improve structure foundation bearing capacity, meet the requirement for bearing capacity of the high backfill heavy load in vault top to substrate, prevent that lining cutting from excessive or differential settlement occurring, and guarantees traffic safety.
The technical scheme that the purpose of this utility model adopts is comprised of reinforced concrete bored pile under the lining cutting of steel concrete arch, the oblique side wall lining of steel concrete, reinforced concrete lining layer base plate, Concrete Filled, lining cutting base plate, lining cutting base plate is connected by reinforcing bar with bored pile, subdrilling stake hole after excavation foundation, colligation pile foundation reinforcing bar, and main muscle in stake is stretched in base plate lining cutting, bottom pile foundation is built together with the underplate concrete of top, and lining concrete successively rams and bankets stone to the backfill face of planning after having built and having applied waterproofing course.
The utility model, bored pile is determined according to backfill soil body lateral pressure calculating to arrangement pitch, radical and stake are long in length and breadth along tunnel, for preventing formation perforation slide surface in ground, the non-isometric setting of the long employing of stake of transversely every row's castinplace pile.
The beneficial effects of the utility model are: can effectively play the effect that stops open cut tunnel slippage, guarantee the stable of structure; At the bottom of tunnel, drilled pile not only can antiskid, and can form simple and easy pile-raft foundation together with base plate, improve bearing capacity of foundation soil, meet the requirement for bearing capacity of the super thick backfill heavy load in vault top to substrate, and meet railway settlement after construction and deformation requirements, prevent that lining cutting from excessive or differential settlement occurring, and guarantees train operation safety; After backfill, top, hole can be used as city planning earth and planning road occupation, can produce huge economic benefit and significant social benefit; Structure is lighter and handier, and anti-seismic performance improves greatly, compared with the anti-skid-type open cut tunnel of large-scale antislide pile, anchor cable is set, can save significantly pile concrete, reinforcing bar, and construction costs is greatly reduced.
Accompanying drawing explanation
This manual comprises following three width accompanying drawings:
Fig. 1 is the profile that the high backfill antiskid of the utility model moves open-cut tunnel structure;
Fig. 2 is that the high backfill antiskid of the utility model moves the layout plan of bored pile in floor section in open-cut tunnel structure;
Fig. 3 is the zoomed-in view of local A in Fig. 1;
Toponym and corresponding mark in figure: planning backfill face 1, backfill stone 2, arch ring section 3, abutment wall section 4, floor section 5, filling 6, left side bored pile 7, middle bored pile 8, right side bored pile 9, the main muscle 10 of castinplace pile, spiral stirrup 11, the main muscle 12 of floor section
The specific embodiment
Below in conjunction with accompanying drawing and example, the utility model is further illustrated.
With reference to Fig. 1, Fig. 2 and Fig. 3, the high backfill antiskid of the utility model moves open-cut tunnel structure, comprises the reinforced concrete lining layer consisting of arch ring section 3, abutment wall section 4 and floor section 5.Described floor section 5 times along its laterally and length direction interval bored pile is set, each bored pile and floor section 5 one are watered, the main muscle 10 of its castinplace pile extends in floor section 5, forms overall force structure.The bored pile being arranged at the bottom of tunnel can play the effect that stops open cut tunnel slippage effectively, guarantee the stable of structure, can form simple and easy pile-raft foundation simultaneously together with lining cutting floor section 5, improve bearing capacity of foundation soil, meet the requirement for bearing capacity of the super thick backfill heavy load in vault top to substrate, and meet railway settlement after construction and deformation requirements, prevent that lining cutting from excessive or differential settlement occurring, and guarantees train operation safety.After backfill, top, hole can be used as city planning earth and planning road occupation, can produce huge economic benefit and significant social benefit.Compared with the anti-skid-type open cut tunnel of large-scale antislide pile, anchor cable is set, the utility model structure is lighter and handier, and anti-seismic performance improves greatly, and can save significantly the constructional materialss such as pile concrete, reinforcing bar, and construction costs is greatly reduced.
See figures.1.and.2, Pile layout adopts square cloth, and the vertical horizontal spacing of stake, radical and stake are long according to calculative determination, the transversely non-isometric setting of the long employing of stake, and reinforced concrete lining layer successively rams the stone 2 that bankets to planning backfill face 1 after having built.With reference to Fig. 3, subdrilling stake hole after excavation foundation, colligation bored pile reinforcing bar, and main castinplace pile muscle 10 is stretched in floor section 5 to bored pile and floor section 5 formed by integrally casting.As the typical arrangement of one, bored pile laterally comprises left side bored pile 7, middle bored pile 8 and right side bored pile 9 in floor section 5, wherein the length of left side bored pile 7 and right side bored pile 9 is greater than the length of middle bored pile 8, and left side bored pile 7, middle bored pile 8 and right side bored pile 9 all adopt circular cross section.
With reference to Fig. 1, for improving structure stress, with reference to the culvert wall construction of high embankment arch culvert, described abutment wall section 4 adopts hypotenuse wall pattern, strengthens the ability of opposing vertical force.
The above the utility model that just explains through diagrams-a kind of high backfill antiskid moves some principles of open-cut tunnel structure, be not the utility model to be confined to shown in and in described concrete structure and the scope of application, therefore the corresponding modify being likely utilized every and equivalent, all belong to the scope of the claims that the utility model is applied for.
Claims (4)
1. high backfill antiskid moves open-cut tunnel structure, comprise the reinforced concrete lining layer being formed by arch ring section (3), abutment wall section (4) and floor section (5), it is characterized in that: under described floor section (5) along its laterally and length direction interval bored pile is set, each bored pile and floor section (5) formed by integrally casting, the main muscle of its castinplace pile (10) extends in floor section (5), forms overall force structure.
2. high backfill antiskid moves open-cut tunnel structure as claimed in claim 1, it is characterized in that: described bored pile laterally comprises left side bored pile (7), middle bored pile (8) and right side bored pile (9) in floor section (5), wherein the length of left side bored pile (7) and right side bored pile (9) is greater than the length of middle bored pile (8).
3. high backfill antiskid moves open-cut tunnel structure as claimed in claim 2, it is characterized in that: described left side bored pile (7), middle bored pile (8) and right side bored pile (9) all adopt circular cross section.
4. high backfill antiskid moves open-cut tunnel structure as claimed in claim 1, it is characterized in that: described abutment wall section (4) adopts hypotenuse wall pattern.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320655961.7U CN203547763U (en) | 2013-10-23 | 2013-10-23 | High backfilling anti-sliding open cut tunnel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320655961.7U CN203547763U (en) | 2013-10-23 | 2013-10-23 | High backfilling anti-sliding open cut tunnel structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203547763U true CN203547763U (en) | 2014-04-16 |
Family
ID=50465892
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320655961.7U Expired - Fee Related CN203547763U (en) | 2013-10-23 | 2013-10-23 | High backfilling anti-sliding open cut tunnel structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203547763U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106193082A (en) * | 2016-07-14 | 2016-12-07 | 中铁五局集团有限公司 | Stake raft construction technology in a kind of Shallow-buried soft plastomer Karst Tunnel |
| 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 |
| CN108843341A (en) * | 2018-06-20 | 2018-11-20 | 昆明理工大学 | A kind of the cut-and-cover tunnel structure and its construction method of mixture of piles and concrete wall formula |
| CN111926856A (en) * | 2020-07-01 | 2020-11-13 | 中铁二院重庆勘察设计研究院有限责任公司 | Tunnel entering construction method based on longitudinal anti-skid open cut tunnel structure |
-
2013
- 2013-10-23 CN CN201320655961.7U patent/CN203547763U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106193082A (en) * | 2016-07-14 | 2016-12-07 | 中铁五局集团有限公司 | Stake raft construction technology in a kind of Shallow-buried soft plastomer Karst Tunnel |
| 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 |
| CN108843341A (en) * | 2018-06-20 | 2018-11-20 | 昆明理工大学 | A kind of the cut-and-cover tunnel structure and its construction method of mixture of piles and concrete wall formula |
| CN111926856A (en) * | 2020-07-01 | 2020-11-13 | 中铁二院重庆勘察设计研究院有限责任公司 | Tunnel entering construction method based on longitudinal anti-skid open cut tunnel structure |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140416 |
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| CF01 | Termination of patent right due to non-payment of annual fee |