CN203847129U - Supporting device used for tunnel construction in weak, fractured and uneven stratum - Google Patents
Supporting device used for tunnel construction in weak, fractured and uneven stratum Download PDFInfo
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- CN203847129U CN203847129U CN201420283535.XU CN201420283535U CN203847129U CN 203847129 U CN203847129 U CN 203847129U CN 201420283535 U CN201420283535 U CN 201420283535U CN 203847129 U CN203847129 U CN 203847129U
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- tubule
- tunnel
- suspension device
- steel pipe
- constructing tunnel
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Abstract
The utility model discloses a supporting device used for tunnel construction in a weak, fractured and uneven stratum. The supporting device comprises an arch-shaped support, a small pipe shed and small leading ducts are arranged within the 150-degree range of the circumferential direction of the top of the arch-shaped support, the small leading ducts are divided into an upper layer and a lower layer, and the upper layer of small leading ducts and the lower layer of small leading ducts are arranged in a staggered mode according to the form of quincuncial piles. The arch-shaped support is set up through seamless steel pipes with the outer diameter being 70 mm and the length being 10 m, the longitudinal distance between every two connected seamless steel pipes is 7 m and the lap joint length is 3 m. The supporting device has the advantages of being capable of effectively reducing tunnel surrounding rock deformation, improving the tunnel self-stabilization capacity and the seepage-proofing capacity enduringly, forming a multifunctional surrounding rock reinforcing region and guaranteeing safety of tunnel construction workers and equipment.
Description
Technical field
The utility model relates to Geotechnical Engineering field, especially a kind of suspension device of weak broken uneven strata constructing tunnel.
Background technology
In weak broken uneven strata, carry out constructing tunnel, very easily cause tunnel wall rock deformation excessive, even falling rocks, the geological disaster such as cave in occur, thereby jeopardize constructor's life security and damage production equipment.The suspension device of weak broken uneven strata constructing tunnel is mainly a kind of by the suspension device of little pipe shed support and the combination of staggered floor advanced tubule pre-reinforcement.But, although reduce the soil pressure covered on tunnel tunnel face, reduce vault and ground settlement and improve self by little pipe shed support, exist stagnant water effect general and because longitudinal lap joint arranges the deficiencies such as the second comb canopy difficulty is large; Meanwhile, although advanced tubule pre-reinforcement can realize the object of tunnel surrounding pre-reinforcement, antiseepage, leak stopping, but its reinforcing scope is relatively little, action time is shorter, it is general to improve tunnel surrounding self-stable ability effect limited, that control ground settlement, slip casting effect is inhomogeneous, just can not effectively form reinforcing scope, thereby reliability reduces.
Utility model content
The utility model is in order to address the above problem, a kind of suspension device for weak broken uneven strata constructing tunnel has been proposed, the method can effectively reduce tunnel wall rock deformation, enduringly improve tunnel from steady with seepage capability, form multi-functional surrounding rock consolidation region, the advantage of guarantee constructing tunnel personal security and equipment.
To achieve these goals, the utility model adopts following technical scheme:
A kind of suspension device for weak broken uneven strata constructing tunnel, comprise an arch support, within the scope of 150 ° of the hoops at the top of described arch support, lay tubule canopy and advanced tubule, described advanced tubule comprises upper and lower two-layer, and upper and lower two-layer advanced tubule is laid according to quincuncial pile pattern staggered floor.
Arch support adopts external diameter 70mm, and the seamless steel pipe of long 10m is built, and the longitudinal pitch of connected seamless steel pipe is 7m, and lap length is 3m.
Spacing when tubule canopy is laid between boring is 30cm, 3 °～5 ° of outer limbs.
The long 7.0m of described advanced tubule, upper and lower two-layer employing quincuncial pile is laid, and spacing when advanced tubule is laid between boring is 0.3m, and outer limb is 3 °～10 °, 30, every ring.
The steel pipe construction error of described tubule canopy is controlled at and is radially not more than 20cm, is not more than 10cm along adjacent steel pipe direction;
The long * of described tubule canopy service depot (working space) is wide is: 0.3m*1.4m.
Operating principle of the present utility model is:
By little pipe shed support, improve enduringly tunnel from steady, effectively reduce tunnel wall rock deformation; Meanwhile, staggered floor ductule pre-reinforcement can form zigzag anti-seepage reinforcing body, improves antiseepage and leak stopping capability, forms multi-functional country rock anti-seepage reinforcing region.
The beneficial effects of the utility model are:
The method is that advanced tubule is laid according to quincuncial pile pattern staggered floor, and combines with little pipe shed support, for reducing difficulty of construction and cost, improves tunnel self-stable ability and all plays an important role.(1) Analyses of Tunnel Wall Rock Stability aspect: not only can reduce weak broken uneven strata tunnel wall rock deformation, improve tunnel surrounding self-stable ability, and make its tunnel top form zigzag anti-seepage reinforcing non-individual body by staggered floor advanced tubule pre-reinforcement, play an important role for tunnel surrounding pre-reinforcement, antiseepage, leak stopping, finally form multi-functional country rock anti-seepage reinforcing region.(2) construction aspect: adopt little pipe shed support, compare large pipe shed support and save cost, reduced difficulty of construction, and construction speed is easy to grasp; And adopt staggered floor advanced tubule pre-reinforcement, and be to lay pattern in the technical innovation of existing advanced tubule pre-reinforcement, its work progress is simple.
In sum, advanced tubule is laid to the tunnel surrounding suspension device combining with little pipe shed support according to quincuncial pile pattern staggered floor, aspect tunnel surrounding stabilization and reinforcement, not only can reduce the soil pressure covered on tunnel tunnel face, reduce vault and ground settlement and improve self, and can realize the object of tunnel surrounding pre-reinforcement, antiseepage, leak stopping, the final multi-functional country rock anti-seepage reinforcing region that forms, reduce the generation of Propagation in Tunnel Disaster, ensure the safety of constructor and production equipment; Meanwhile, the method has not only reduced construction cost and difficulty, and construction technology is simply easy to constructor operation, has improved operating efficiency, supporting effect excellence.
Brief description of the drawings
Fig. 1 is elevation of the present utility model;
Fig. 2 is skiagraph of the present utility model.
Wherein, 1, tunnel lining; 2, steel pipe; 3, advanced tubule; 4, steel arch frame.
Detailed description of the invention
Below in conjunction with accompanying drawing and embodiment, the utility model is described in further detail.
As shown in Figure 1 and Figure 2, a kind of suspension device for weak broken uneven strata constructing tunnel, be included in steel arch frame 4, steel pipe 2, advanced tubule 3 that tunnel lining 1 arranges, within the scope of 150 ° of the hoops at the top of described arch support, lay tubule canopy and advanced tubule, described advanced tubule comprises upper and lower two-layer, and upper and lower two-layer advanced tubule is laid according to quincuncial pile pattern staggered floor.
Arch support adopts external diameter 70mm, and the seamless steel pipe of long 10m is built, and the longitudinal pitch of connected seamless steel pipe is 7m, and lap length is 3m.
The circumferential distance (referring to the spacing between boring when tubule canopy is laid) of tubule canopy is 30cm, 3 °～5 ° of outer limbs.
The long 7.0m of described advanced tubule, upper and lower two-layer employing quincuncial pile is laid, circumferential distance (referring to the spacing between boring when advanced tubule is laid) 0.3m; 21 dozen of Pin, outer limb is 3 °～10 °, 30, every ring.
The steel pipe construction error of described tubule canopy is controlled at and is radially not more than 20cm, is not more than 10cm along adjacent steel pipe direction;
Described tubule canopy service depot size (being the working space of little pipe roof construction) 0.3m*1.4m.
Tunnel surrounding supporting step is as follows:
(1) little pipe shed support
Adopt external diameter 70mm, the seamless steel pipe of long 10m, longitudinal pitch 7m, lap length 3m, tubule canopy sets in 150 ° of scopes of vault, and circumferential distance is 30cm, 3 °～5 ° of outer limbs; Steel pipe construction error is controlled at and is radially not more than 20cm, is not more than 10cm along adjacent steel pipe direction; The size 0.3m*1.4m of tubule canopy service depot.
Before boring, positioned by measurement, adopt red paint to identify.Guarantee that position, hole meets design requirement.The inspection of whole hole all will be carried out in every hole, and the deviation of position, hole, the deviant of whole nose end are not more than 10cm, and mustn't invade excavation periphery, heavily bores after should filling for bending, overmigration hole.Adopt and jump position boring method boring, and bore a hole and install a hole, with avalanche prevention hole.
Slip casting (to carrying out grouting and reinforcing in little pipe shed support steel pipe used) in pipe, must install stack, and make final pressure value reach 1.0MPa, and stable 5min.Slurries preparations must strict measurement, and grouting serous fluid adopts the cement paste of water/binder ratio 0.5:1～1:1.
(2) staggered floor advanced tubule pre-reinforcement
In performing little pipe shed support, adopt Ф 42 advanced tubules to carry out leading consolidation process to umbrella arch, the long 7.0m of advanced tubule, upper and lower two-layer employing quincuncial pile is laid, circumferential distance 0.3m, 1 dozen of vertical two 2 Pin (press Pin unit and calculate by steel arch frame, after establishing two Pin, on tubule canopy, perform advanced tubule) 1 hole, 3 °～10 ° of outer limbs (being exactly the angle between advanced tubule and tubule canopy), 30, every ring, grouting pressure is 0.5～1MPa.
Ductule front end is processed into cone-shaped, and on tube wall, slurry outlet position and size are processed by designing requirement.In excavation face, accurately draw the position of the ductule that this circulation need establish according to designing requirement.Adopt air drill to hole, the outer limb of advanced tubule applies in strict accordance with designing requirement, and afterbody and steelframe weld together, advanced tubule and line midline direction almost parallel.Steel pipe is entered by the Special top crown, and jacking boring length is not less than 90% of pipe range, when steel pipe jacking, notes the not impaired distortion of the protection mouth of pipe, to be connected with grouting pipeline; Slip casting dummy pipe aperture first checks whether reach airtight standard, with mortar leakage prevention; Steel pipe tail end exposes sufficient length, and together with steel supporting welding.Adopt slurry filling machine pressure grouting, slurries are prepared according to designing requirement, and grouting pressure is 0.5～1.0MPa, reaches designing requirement grouting amount as ending standard by single tube, after slip casting finishes, by mouth of pipe shutoff, in case outside slurries refluence pipe.
(3) tunnel excavation
Tunnel excavation adopts benching tunnelling method excavation, and country rock explosion adopts smooth blasting, and excavation drilling depth is pressed 0.5m and controlled.In digging process, accomplish " digging a Pin, a Pin, spray one Pin ".
(4) preliminary bracing
After tunnel excavation, preliminary bracing construction is carried out in every circulation in time.Section preliminary bracing adopts I18 or I22 i iron bow member, longitudinal pitch 0.5m; Full section arranges Ф 8@20cmX20cm double steel bar nets; Spray C25, P6 concrete, thick 30cm.
(5) inverted arch excavation and two lining constructions
After tunnel trunk excavation supporting completes, carry out in time inverted arch construction, and seal into ring; Thereafter two linings follow-up in time, the every construction technology of lining cutting and technical indicator must meet design or code requirement.
By reference to the accompanying drawings detailed description of the invention of the present utility model is described although above-mentioned; but the not restriction to the utility model protection domain; one of ordinary skill in the art should be understood that; on the basis of the technical solution of the utility model, those skilled in the art do not need to pay various amendments that creative work can make or distortion still in protection domain of the present utility model.
Claims (6)
1. the suspension device for weak broken uneven strata constructing tunnel, it is characterized in that: comprise an arch support, within the scope of 150 ° of the hoops at the top of described arch support, be laid with tubule canopy and advanced tubule, described advanced tubule comprises upper and lower two-layer, and upper and lower two-layer advanced tubule is laid according to quincuncial pile pattern staggered floor.
2. the suspension device for weak broken uneven strata constructing tunnel as claimed in claim 1, is characterized in that: arch support adopts external diameter 70mm, and the seamless steel pipe of long 10m is built, and the longitudinal pitch of connected seamless steel pipe is 7m, and lap length is 3m.
3. the suspension device for weak broken uneven strata constructing tunnel as claimed in claim 1, is characterized in that: spacing when described tubule canopy is laid between boring is 30cm, 3 °～5 ° of outer limbs.
4. the suspension device for weak broken uneven strata constructing tunnel as claimed in claim 1, is characterized in that: the long 7.0m of described advanced tubule, and spacing when advanced tubule is laid between boring is 0.3m; Outer limb is 3 °～10 °, 30, every ring.
5. the suspension device for weak broken uneven strata constructing tunnel as claimed in claim 1, is characterized in that: the steel pipe construction error of described tubule canopy is controlled at and is radially not more than 20cm, is not more than 10cm along adjacent steel pipe direction.
6. the suspension device for weak broken uneven strata constructing tunnel as claimed in claim 1, is characterized in that: the long * of described tubule canopy service depot is wide is: 0.3m*1.4m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420283535.XU CN203847129U (en) | 2014-05-29 | 2014-05-29 | Supporting device used for tunnel construction in weak, fractured and uneven stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420283535.XU CN203847129U (en) | 2014-05-29 | 2014-05-29 | Supporting device used for tunnel construction in weak, fractured and uneven stratum |
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| CN203847129U true CN203847129U (en) | 2014-09-24 |
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| CN201420283535.XU Expired - Fee Related CN203847129U (en) | 2014-05-29 | 2014-05-29 | Supporting device used for tunnel construction in weak, fractured and uneven stratum |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106437750A (en) * | 2016-09-21 | 2017-02-22 | 福州大学 | Method for forming and supporting crushed zone large-cross-section inclined shaft adit entrance at a time |
| CN106499423A (en) * | 2016-11-23 | 2017-03-15 | 中铁十八局集团有限公司 | A kind of reverse daguanpeng construction method in tunnel construction |
| CN107816358A (en) * | 2017-09-12 | 2018-03-20 | 高军 | A kind of Railway Tunnel construction reinforcing method and conduit |
| CN111396102A (en) * | 2018-05-23 | 2020-07-10 | 向开秀 | Supporting device for tunnel construction and using method |
| CN111648823A (en) * | 2020-05-22 | 2020-09-11 | 中交二航局第二工程有限公司 | Collapse treatment method suitable for fault fracture zone tunnel |
| CN112253143A (en) * | 2020-11-27 | 2021-01-22 | 中交路桥建设有限公司 | Structure for rapidly entering hole by adjusting position of tunnel and construction method |
-
2014
- 2014-05-29 CN CN201420283535.XU patent/CN203847129U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106437750A (en) * | 2016-09-21 | 2017-02-22 | 福州大学 | Method for forming and supporting crushed zone large-cross-section inclined shaft adit entrance at a time |
| CN106437750B (en) * | 2016-09-21 | 2019-05-10 | 福州大学 | A kind of crushed zone slope of large section cave mouth one-pass molding method for protecting support |
| CN106499423A (en) * | 2016-11-23 | 2017-03-15 | 中铁十八局集团有限公司 | A kind of reverse daguanpeng construction method in tunnel construction |
| CN107816358A (en) * | 2017-09-12 | 2018-03-20 | 高军 | A kind of Railway Tunnel construction reinforcing method and conduit |
| CN111396102A (en) * | 2018-05-23 | 2020-07-10 | 向开秀 | Supporting device for tunnel construction and using method |
| CN111396102B (en) * | 2018-05-23 | 2021-06-08 | 南京溧水高新产业股权投资有限公司 | Supporting device for tunnel construction and using method |
| CN111648823A (en) * | 2020-05-22 | 2020-09-11 | 中交二航局第二工程有限公司 | Collapse treatment method suitable for fault fracture zone tunnel |
| CN111648823B (en) * | 2020-05-22 | 2021-08-03 | 中交二航局第二工程有限公司 | Collapse treatment method suitable for fault fracture zone tunnel |
| CN112253143A (en) * | 2020-11-27 | 2021-01-22 | 中交路桥建设有限公司 | Structure for rapidly entering hole by adjusting position of tunnel and construction method |
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Legal Events
| 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 |
Granted publication date: 20140924 Termination date: 20170529 |
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| CF01 | Termination of patent right due to non-payment of annual fee |