CN205154179U - Stabilize shallow protective structure who buries bias voltage tunnel portal - Google Patents
Stabilize shallow protective structure who buries bias voltage tunnel portal Download PDFInfo
- Publication number
- CN205154179U CN205154179U CN201520956891.8U CN201520956891U CN205154179U CN 205154179 U CN205154179 U CN 205154179U CN 201520956891 U CN201520956891 U CN 201520956891U CN 205154179 U CN205154179 U CN 205154179U
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- reinforced concrete
- oblique angle
- arch
- trapezoidal oblique
- concrete soil
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Abstract
The utility model discloses a stabilize shallow protective structure who buries bias voltage tunnel portal, it belongs to mountain tunnel construction technical field, and its trapezoidal oblique angle reinforced concrete cover including setting up outside tunnel portal back pressure side encircles and the retaining wall, the retaining wall sets up between trapezoidal oblique angle reinforced concrete cover hunch and tunnel portal back pressure side, the back pressure side that trapezoidal oblique angle reinforced concrete cover encircles is encircleed the foot and is trapezoidal expansion hunch foot, it has the closely knit soil body to backfill between retaining wall and trapezoidal oblique angle reinforced concrete cover encircle, be equipped with U type channel -section steel in the expansion hunch foot, welded steel in U type channel -section steel encircles with trapezoidal oblique angle reinforced concrete cover. The utility model has the advantages that can avoid because the shallow too big and entrance to a cave lining cutting fracture that causes of unsymmetrial loading tunnel bias voltage side soil pressure, the accident that entrance to a cave unstability is collapsed of burying.
Description
Technical field
The utility model relates to a kind of safeguard structure of stable Unevenly-pressured shallow tunnel hole, is specially adapted to the situation that tunnel portal exists Shallow-buried state, belongs to mountain tunnel technical field of construction.
Background technology
Unsymmetrial loading tunnel refers to that the pressure from surrounding rock caused due to various reasons such as landform, geological structure, constructions is obvious asymmetry, thus makes supporting and protection structure bear the tunnel of Eccentric Load.
In length and breadth, terrain Lu Jun is strategically located and difficult of access, complex geologic conditions on China mountain range, when circuit is arranged along river valley, or limit by line style, when line alignment is difficult to completely perpendicular to topographic contour, filling out for avoiding height, Shen Bi, to dig greatly, guarantee Rock mass stability when constructing and run, mostly need Bian tunnel scheme to pass through, now, the import and export in tunnel and part are close to mountain region section, usually all because earth's surface tilts, buried depth is less and form Unevenly-pressured shallow tunnel.
Owing to there is landform bias voltage in unsymmetrial loading tunnel, after tunnel excavation, the load acted in supporting and protection structure is mal-distribution, thus make stressed extremely unbalanced of supporting and protection structure, when this stressed be in very disadvantageous state time, usually easily cause distortion and the cracking of preliminary bracing, also can secondary lining be caused further to ftracture when pressure from surrounding rock is larger, not only reduce supporting capacity and the application life of whole tunnel structure, and likely destroy its guarded drainage system, cause leaking, not only have a strong impact on the normal operation in tunnel, and cause various ventilation, the corruption candle of the facilities such as illumination and fire-fighting damages.
And the construction in tunnel portal location is a difficult point of constructing tunnel, fast and safely hole be can enter, construction speed and the safety in whole tunnel decide.Therefore, the eager safeguard structure needed for a kind of stable Unevenly-pressured shallow tunnel hole of hole Shallow-buried geological characteristics proposition.
Utility model content
Technical problem to be solved in the utility model there is provided a kind of stress equalization, stablizes the safeguard structure at Unevenly-pressured shallow tunnel hole safely and effectively, can avoid the accident that and the hole Lining cracks that cause, hole unstability excessive due to Unevenly-pressured shallow tunnel biased side soil pressure are caved in.
The technical scheme that the utility model adopts is as follows:
The utility model comprises the trapezoidal oblique angle reinforced concrete soil suite be arranged on outside tunnel portal back-pressure side and encircles and retaining wall; Described retaining wall is arranged between trapezoidal oblique angle reinforced concrete soil suite arch and tunnel portal back-pressure side; The back-pressure side arch springing of described trapezoidal oblique angle reinforced concrete soil suite arch is trapezoidal expansion arch springing; Between described retaining wall and trapezoidal oblique angle reinforced concrete soil suite arch, backfill has compact earth; U-type groove steel is provided with, the reinforcement welding in described U-type groove steel and trapezoidal oblique angle reinforced concrete soil suite encircle in described expansion arch springing.
Further, reinforced concrete soil suite arch in described trapezoidal oblique angle is laid to the right to vault from the arch springing place of tunnel portal back-pressure side, and its scope to the right is 0 ~ 90 degree.
Further, reinforced concrete soil suite arch in described trapezoidal oblique angle is laid to the right to vault from the arch springing place of tunnel portal back-pressure side, and its angle to the right is 30 degree.
Further, reinforced concrete soil suite arch in described trapezoidal oblique angle is thinning successively from the thickness of tunnel portal back-pressure side direction tunnel portal biased side extension.
Further, described retaining wall is inclined wall, and its gradient is 1:0.25.
Further, described in the outer lateral extent of described retaining wall, the horizontal range L in reinforced concrete soil suite arch outside, trapezoidal oblique angle is greater than 5.5 meters.
Further, reinforced concrete soil suite arch in described trapezoidal oblique angle is evenly equipped with provided pipe canopy pilot hole.
Further, start at from arch springing, the height of described retaining wall is not less than 7 meters, and thick 2 meters of its body of wall, its gradient is 1:0.25.
Further, the degree of compaction of described compact earth is not less than 80%, is less than 90% if must not need as the degree of compaction of permanent backfill part; Described compact earth adopts the backfill of graded broken stone layering back-pressure, tamps layer by layer, the lateral pressure that balanced bias produces.
The beneficial effects of the utility model are as follows:
The utility model adopts the safeguard structure being arranged on the stable hole at Unevenly-pressured shallow tunnel hole; the Lining cracks preventing the bias voltage caused because of massif geology or construction reason from causing, the accident of hole unstability; eliminate potential safety hazard potential in work progress; to one of safeguard measure that entrance construction is taked safely; can hole be stablized, avoid landslide and the accident such as to cause casualties occurs.
Accompanying drawing explanation
Fig. 1 is front view of the present utility model.
Fig. 2 is the corresponding relation figure of top view of the present utility model and front view.
Wherein, 1 retaining wall, 2 expansion arch springings, 3 compact earths, 4 trapezoidal oblique angle reinforced concrete soil suite arches, 5 provided pipe canopy pilot holes, 6 tunnel linings, 7 ground surfaces, 8U type channel-section steel, 9 tunnel portal back-pressure sides, 10 tunnel portal biased side, L refer to horizontal range.
Detailed description of the invention
Below in conjunction with accompanying drawing 1 ~ 2 and embodiment, the utility model is further described.
See Fig. 1, Fig. 2, the present embodiment comprises the trapezoidal oblique angle reinforced concrete soil suite be arranged on outside tunnel portal back-pressure side 9 and encircles 4 and retaining wall 1; Described retaining wall 1 is arranged between trapezoidal oblique angle reinforced concrete soil suite arch 4 and tunnel portal back-pressure side 9; The back-pressure side arch springing of described trapezoidal oblique angle reinforced concrete soil suite arch 4 is trapezoidal expansion arch springing 2; Between described retaining wall 1 and trapezoidal oblique angle reinforced concrete soil suite arch 4, backfill has compact earth 3; Be provided with U-type groove steel 8 in described expansion arch springing 2, described U-type groove steel 8 encircles the reinforcement welding in 4 with trapezoidal oblique angle reinforced concrete soil suite.
Further, described trapezoidal oblique angle reinforced concrete soil suite arch 4 is laid to the right to vault from the arch springing place of tunnel portal back-pressure side 9, and its scope to the right is 0 ~ 90 degree.
Further, described trapezoidal oblique angle reinforced concrete soil suite arch 4 is laid to the right to vault from the arch springing place of tunnel portal back-pressure side 9, and its angle to the right is 30 degree.
Further, the thickness that extends to tunnel portal biased side 10 from tunnel portal back-pressure side 9 of described trapezoidal oblique angle reinforced concrete soil suite arch 4 is thinning successively.
Further, described retaining wall 1 is inclined wall, and its gradient is 1:0.25.
Further, the horizontal range L outside trapezoidal oblique angle reinforced concrete soil suite arch 4 described in the outer lateral extent of described retaining wall 1 is greater than 5.5 meters.
Further, described trapezoidal oblique angle reinforced concrete soil suite arch 4 is evenly equipped with provided pipe canopy pilot hole 5.
Further, start at from arch springing, the height of described retaining wall 1 is not less than 7 meters, and thick 2 meters of its body of wall, its gradient is 1:0.25.
Further, the degree of compaction of described compact earth 3 is not less than 80%, is less than 90% if must not need as the degree of compaction of permanent backfill part; Described compact earth 3 adopts graded broken stone layering back-pressure to backfill, and tamps layer by layer, the lateral pressure that balanced bias produces.
In this programme, retaining wall 1 is set in back-pressure side 9, and is provided with the trapezoidal oblique angle reinforced concrete soil suite arch 4 expanding arch springing 2 in back-pressure side 9, and backfill compact earth 3 between retaining wall 1 and trapezoidal oblique angle reinforced concrete soil suite encircle 4.
Described retaining wall 1 is inclined wall, described body of wall inclination angle 1:0.25, the horizontal range L>5.5m of trapezoidal oblique angle reinforced concrete soil suite arch 4 described in the outer lateral extent of retaining wall 1.
Described trapezoidal oblique angle reinforced concrete soil suite arch 4 is reinforced concrete member, and horizontal projection is trapezoidal, and facade projection is consistent with tunnel lining profile.Be provided with provided pipe canopy pilot hole 5 in described trapezoidal oblique angle reinforced concrete soil suite arch 4, be convenient to tunnel when steel tube shed advance support is set, lead.
The bottom of the expansion arch springing 2 of described trapezoidal oblique angle reinforced concrete soil suite arch 4 is provided with U-type groove steel 8, and described U-type groove steel 8 selects suitable model according to engineering practice, and the both sides of described U-type groove steel 8 and trapezoidal oblique angle reinforced concrete soil suite encircle the reinforcement welding in 4.
The work progress of the present embodiment is as follows:
The safeguard structure at the Unevenly-pressured shallow tunnel hole designed in the present embodiment, for the problem of tunnel's entrance and exit section Shallow-buried, graded broken stone layering back-pressure is adopted to backfill in the back-pressure side 9 of tunnel portal shallow embedding, back-pressure section, tamp layer by layer, the lateral pressure that balanced bias produces, first complete building by laying bricks or stones of retaining wall 1 before backfill, backfill after wall body intensity reaches design strength.
As shown in Figure 1, after having backfilled, the trapezoidal oblique angle reinforced concrete soil suite arch 4 expanding arch springing 2 is provided with in hoop back-pressure side, hole 9, the arch springing of described trapezoidal oblique angle reinforced concrete soil suite arch 4 adopts and expands design, the stability of trapezoidal oblique angle reinforced concrete soil suite arch 4 can being increased, carrying out strengthening supporting to entering hole country rock.Specifically arrange as follows:
(1) setting of back-pressure side block cob wall: the body of wall of retaining wall 1 is started at from arch springing, is highly not less than 7m, the thick 2m of body of wall, gradient 1:0.25.
(2) backfill requires: the compact earth 3 of backfill need backfill closely knit, and its degree of compaction should be not less than 80%; If must not need as permanent backfill part and be less than 90%.
(3) reinforced concrete soil suite arch in trapezoidal oblique angle is arranged: as depicted in figs. 1 and 2, because this tunnel not only exists Shallow-buried characteristic, also there is tunnel trunk and massif isohypse oblique characteristic, therefore domain cover arch is not set, and the trapezoidal oblique angle reinforced concrete soil suite arch 4 of semi-ring is only set in back-pressure side 9, HRB335 reinforcing bar is adopted in described trapezoidal oblique angle reinforced concrete soil suite arch, its diameter is 22mm, described trapezoidal oblique angle reinforced concrete soil suite arch 4 is from left side, namely the arch springing of back-pressure side 9 is laid to vault 30 degree of scopes to the right always, as shown in Figure 1.
Described trapezoidal oblique angle reinforced concrete soil suite arch 4 is thinning successively from left to right along length of tunnel, namely thinning successively to biased side 10 from back-pressure side 9, distributes in echelon in plane.
Annular diameter 325 provided pipe canopy pilot hole 5, the center to center spacing 65cm of provided pipe canopy pilot hole 5 described in each is established in described trapezoidal oblique angle reinforced concrete soil suite arch 4.For ease of leading to the steel pipe of diameter 108mm, wall thickness 10mm, as shown in Figure 1.
(4) arch springing of trapezoidal oblique angle reinforced concrete soil suite arch expands: for increasing the stability at Shallow-buried hole, when reinforced concrete soil suite arch is set, the arch springing of left side and back-pressure side 9 is expanded, expansion mode is interiorly arrange U-type groove steel 8, the reinforcing bar that described U-type groove steel 8 and trapezoidal oblique angle reinforced concrete soil suite encircle 22mm diameter in 4 is connected, namely arch springing 2 is expanded, as shown in Figure 2.
Certainly, those skilled in the art in the art will be appreciated that, above-described embodiment is only used to the utility model is described, and be not used as restriction of the present utility model, as long as in spirit of the present utility model, the change, modification etc. of above-described embodiment all will be dropped in the scope of the utility model claim.
Claims (9)
1. the safeguard structure at stable Unevenly-pressured shallow tunnel hole, is characterized in that: it comprises the trapezoidal oblique angle reinforced concrete soil suite arch (4) and the retaining wall (1) that are arranged on outside, tunnel portal back-pressure side (9); Described retaining wall (1) is arranged between trapezoidal oblique angle reinforced concrete soil suite arch (4) and tunnel portal back-pressure side (9); The back-pressure side arch springing at described trapezoidal oblique angle reinforced concrete soil suite arch (4) is trapezoidal expansion arch springing (2); Between described retaining wall (1) and trapezoidal oblique angle reinforced concrete soil suite arch (4), backfill has compact earth (3); Be provided with U-type groove steel (8) in described expansion arch springing (2), described U-type groove steel (8) and trapezoidal oblique angle reinforced concrete soil suite encircle the reinforcement welding in (4).
2. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, it is characterized in that: described trapezoidal oblique angle reinforced concrete soil suite arch (4) is laid to the right to vault from the arch springing place of tunnel portal back-pressure side (9), and its scope to the right is 0 ~ 90 degree.
3. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, it is characterized in that: described trapezoidal oblique angle reinforced concrete soil suite arch (4) is laid to the right to vault from the arch springing place of tunnel portal back-pressure side (9), and its angle to the right is 30 degree.
4. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to any one of claim 1 ~ 3, is characterized in that: the thickness that described trapezoidal oblique angle reinforced concrete soil suite arch (4) extends to tunnel portal biased side (10) from tunnel portal back-pressure side (9) is thinning successively.
5. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, it is characterized in that: described retaining wall (1) is inclined wall, its gradient is 1:0.25.
6. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, is characterized in that: described in described retaining wall (1) outer lateral extent, the horizontal range L in trapezoidal oblique angle reinforced concrete soil suite arch (4) outside is greater than 5.5 meters.
7. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, is characterized in that: described trapezoidal oblique angle reinforced concrete soil suite arch (4) is evenly equipped with provided pipe canopy pilot hole (5).
8. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, it is characterized in that: start at from arch springing, the height of described retaining wall (1) is not less than 7 meters, and thick 2 meters of its body of wall, its gradient is 1:0.25.
9. the safeguard structure at a kind of stable Unevenly-pressured shallow tunnel hole according to claim 1, is characterized in that: the degree of compaction of described compact earth (3) is not less than 80%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520956891.8U CN205154179U (en) | 2015-11-26 | 2015-11-26 | Stabilize shallow protective structure who buries bias voltage tunnel portal |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520956891.8U CN205154179U (en) | 2015-11-26 | 2015-11-26 | Stabilize shallow protective structure who buries bias voltage tunnel portal |
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| CN205154179U true CN205154179U (en) | 2016-04-13 |
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| CN201520956891.8U Expired - Fee Related CN205154179U (en) | 2015-11-26 | 2015-11-26 | Stabilize shallow protective structure who buries bias voltage tunnel portal |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105953339A (en) * | 2016-06-14 | 2016-09-21 | 任宝全 | Construction method for ice and snow world of four seasons |
| CN106194196A (en) * | 2016-08-22 | 2016-12-07 | 北京市政路桥股份有限公司 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
| CN106223989A (en) * | 2016-08-10 | 2016-12-14 | 兰州理工大学 | Unsymmetrial loading tunnel hole excavation safeguard structure and construction method |
| CN107035382A (en) * | 2017-06-22 | 2017-08-11 | 中铁十局集团第五工程有限公司 | Tunnel portal support system under weak surrounding rock |
| CN108868779A (en) * | 2018-08-27 | 2018-11-23 | 广西交通设计集团有限公司 | Tunnel portal support device and tunnel portal construction method |
| CN109322678A (en) * | 2018-08-13 | 2019-02-12 | 湘潭大学 | A kind of open cut shallow tunnel hole backfills the construction method that layer is reinforced |
| CN110056369A (en) * | 2019-05-05 | 2019-07-26 | 中交第三航务工程局有限公司 | A kind of construction method at tunnel's entrance and exit hole |
| CN110778334A (en) * | 2019-10-28 | 2020-02-11 | 湖北建科国际工程有限公司 | Construction method of bias tunnel portal excavation protection structure |
| CN111075471A (en) * | 2019-12-29 | 2020-04-28 | 中铁二院工程集团有限责任公司 | Large karst cavity top filling type tunnel rockfall prevention structure and construction method |
| CN111365018A (en) * | 2020-03-25 | 2020-07-03 | 上海同岩土木工程科技股份有限公司 | Cover arch reinforcement method suitable for small tunnel clearance |
| CN111706352A (en) * | 2020-05-21 | 2020-09-25 | 中国水利水电第十四工程局有限公司 | Method for entering arch into hole by using bias tunnel arch sleeve |
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
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2015
- 2015-11-26 CN CN201520956891.8U patent/CN205154179U/en not_active Expired - Fee Related
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105953339A (en) * | 2016-06-14 | 2016-09-21 | 任宝全 | Construction method for ice and snow world of four seasons |
| CN106223989A (en) * | 2016-08-10 | 2016-12-14 | 兰州理工大学 | Unsymmetrial loading tunnel hole excavation safeguard structure and construction method |
| CN106223989B (en) * | 2016-08-10 | 2018-01-16 | 兰州理工大学 | Excavate safeguard structure and construction method in unsymmetrial loading tunnel hole |
| CN106194196B (en) * | 2016-08-22 | 2019-01-29 | 北京市政路桥股份有限公司 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
| CN106194196A (en) * | 2016-08-22 | 2016-12-07 | 北京市政路桥股份有限公司 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
| CN107035382A (en) * | 2017-06-22 | 2017-08-11 | 中铁十局集团第五工程有限公司 | Tunnel portal support system under weak surrounding rock |
| CN109322678A (en) * | 2018-08-13 | 2019-02-12 | 湘潭大学 | A kind of open cut shallow tunnel hole backfills the construction method that layer is reinforced |
| CN108868779A (en) * | 2018-08-27 | 2018-11-23 | 广西交通设计集团有限公司 | Tunnel portal support device and tunnel portal construction method |
| CN108868779B (en) * | 2018-08-27 | 2024-02-20 | 广西交通设计集团有限公司 | Tunnel portal construction method |
| CN110056369A (en) * | 2019-05-05 | 2019-07-26 | 中交第三航务工程局有限公司 | A kind of construction method at tunnel's entrance and exit hole |
| CN110778334A (en) * | 2019-10-28 | 2020-02-11 | 湖北建科国际工程有限公司 | Construction method of bias tunnel portal excavation protection structure |
| CN111075471A (en) * | 2019-12-29 | 2020-04-28 | 中铁二院工程集团有限责任公司 | Large karst cavity top filling type tunnel rockfall prevention structure and construction method |
| CN111365018A (en) * | 2020-03-25 | 2020-07-03 | 上海同岩土木工程科技股份有限公司 | Cover arch reinforcement method suitable for small tunnel clearance |
| CN111706352A (en) * | 2020-05-21 | 2020-09-25 | 中国水利水电第十四工程局有限公司 | Method for entering arch into hole by using bias tunnel arch sleeve |
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160413 Termination date: 20161126 |