CN203145956U - Control tunnel rock explosion structure - Google Patents
Control tunnel rock explosion structure Download PDFInfo
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- CN203145956U CN203145956U CN 201320094319 CN201320094319U CN203145956U CN 203145956 U CN203145956 U CN 203145956U CN 201320094319 CN201320094319 CN 201320094319 CN 201320094319 U CN201320094319 U CN 201320094319U CN 203145956 U CN203145956 U CN 203145956U
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- tunnel
- water injection
- injection hole
- anchor pole
- rock
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Abstract
The utility model discloses a control tunnel rock explosion structure, which comprises a tunnel surrounding rock, a tunnel excavating line and anchor rods, wherein the tunnel excavating line is provided with more than two anchor rods, a water injecting hole is formed between every two anchor rods, each water injecting hole is sequentially provided with a water injecting section, a clay layer and a cement mortar layer, a release hole is formed between the water injecting hole and each anchor rod, and each release hole is sequentially provided with an unloading section and a concrete layer. The structure has the advantages that the tunnel is safely and effectively excavated in a high-stress brittle rock mountain area, the strength and the integrity of the surrounding rock are improved, the brittleness of the surrounding rock is reduced, the explosion of the surrounding rock is avoided, the production cost is saved, the construction period is shortened, and the safety of construction personnel is ensured.
Description
Technical field
The utility model relates to the building tunnel excavation and uses structure, is particularly useful for preventing and treating buried heavily stressed fragility tunnel surrounding rock burst structure.
Background technology
When building railway, speedway in the mountain area, want tunneling to solve a difficult problem that is subjected to gradient restriction at mountain area Jian Dao usually.Particularly when the higher fragility rock matter mountain area tunneling of height above sea level, because edpth of tunnel is big and the stress height of country rock, if destroyed the balancing of stresses of country rock, so rock burst easily takes place.When serious, constructor's life security is brought disaster in the avalanche of easier generation tunnel excavation face.At present, when tunneling, the engineering measure of mainly taking to reinforce country rock intensity prevents and treats the tunnel rock burst.Like this, with regard to needing a large amount of retaining structures the intensity of tunnel surrounding has been reinforced.Not only increased construction cost but also increased the constructing tunnel cycle.In addition, at the very high fragility tunnel surrounding of surrouding rock stress, even if the engineering measure of taking to reinforce country rock intensity often can not solve the technical barrier of country rock rock burst.
Summary of the invention
At problems of the prior art, the utility model provide a kind of can be in heavily stressed fragility rock matter mountain area tunneling safely and efficiently, strengthen intensity and the globality of country rock simultaneously, reduce the fragility of country rock, avoid the country rock explosion, save production cost, shorten construction period, ensure the control tunnel rock burst structure of constructor's safety.
In order to solve problems of the prior art, the technical scheme that the utility model provides is:
A kind of control tunnel rock burst structure, comprise tunnel surrounding, tunnel excavation line, anchor pole, described tunnel excavation line is provided with at least 2 the above anchor poles, is provided with water injection hole between the described anchor pole, and described water injection hole is disposed with water filling section, argillic horizon and cement sand bed; Be provided with release aperture between described water injection hole and the single described anchor pole, described release aperture is disposed with unloading segment, layer of concrete.
The bore inclining angle of described anchor pole is 10～20 °.
The bore inclining angle of described water injection hole is 5～10 °.
The center to center distance of described release aperture and described anchor pole is 200mm.
The center to center distance of described release aperture and described water injection hole is 200mm.
The beneficial effects of the utility model are: 1, the utility model utilizes the deep layer anchor pole to provide anchored force for tunnel surrounding, offsets the external force that rock burst will take place part, strengthens intensity and the globality of country rock; 2, the utility model is provided with water injection hole and can softens country rock between the deep layer anchor pole, reduces the fragility of country rock; 3, the utility model adopts release aperture to discharge the stress of tunnel surrounding, reduces the external force of tunnel surrounding generation rock burst, can the generation rock burst of effectively preventing tunnel, ensure construction safety; 4, the utility model is simple in structure, is convenient to construction, saves cost, the reduction of erection time.
Description of drawings
Fig. 1 is the utility model structural representation.
Fig. 2 is water injection hole structural representation in the utility model.
Fig. 3 is release aperture structural representation in the utility model.
1-tunnel surrounding, 2-tunnel excavation line, 3-anchor pole, 4-water injection hole, 5-release aperture, 41-water injection hole section
42-argillic horizon, 43-cement sand bed, 51-unloading segment, 52-layer of concrete
The specific embodiment
The utility model is described in further detail below in conjunction with accompanying drawing:
As shown in Figure 1, the utility model provides a kind of control tunnel rock burst structure, comprise tunnel surrounding 1, tunnel excavation line 2, anchor pole 3,2 are provided with at least 2 the above anchor poles 3 on the described tunnel excavation line, be provided with water injection hole 4 between the described anchor pole 3, be provided with release aperture 5 between described water injection hole 4 and the single described anchor pole 3.That is to say, between per two anchor poles 3, be provided with water injection hole 4, be provided with release aperture 5 between water injection hole 4 and the single anchor pole 3.Equidistant interlaced being arranged on the tunnel excavation line 2 of anchor pole 3, water injection hole 4 and release aperture 5 threes.That is, anchor pole 3, release aperture 5 and water injection hole 4 are along distributing on tunnel excavation outline line 2 outside tunnel surroundings.Anchor pole 3 borings in the utility model are inclined hole, outward-dipping angle is 10～20 °, and the aperture is 60～90mm, and length is 8000～10000mm, selecting anchor pole 3 can be common bolt according to the size of tunnel surrounding stress, also can be the anchor pole that the end enlarges.Water injection hole in the utility model 4 outward-dipping 5～10 °, the aperture is 60～90mm, length is 6000mm～8000mm.Release aperture 5 of the present utility model is along the lateral aperture longitudinally in tunnel, and bore diameter is 60～90mm, and length is 6000mm～8000mm.Anchor pole 3, release aperture 5 and water injection hole 4 three's centre bores are apart from being 200mm.For example, the area, Sichuan-Tibet belongs to the higher mountain area of China's height above sea level and builds quite difficulty of railway at it, really is that Shu Dao is difficult to the blue sky.So, when building railway, excavate the tunnel of 1 diameter 10m according to the shape of massif, the quality needs of rock.The anchor pole 3 of selecting the end to enlarge, the outward-dipping angle of punching is 15 ° of length 9000mm, the aperture is 80mm; Select water injection hole 4 outward-dipping 8 ° simultaneously, the aperture is 80mm, and length is 7000mm; The aperture of release aperture 5 is 60mm, and its length is 7000mm.On the tunnel excavation line country rock of diameter 10m with the centre bore of mutual 200mm apart from being interspersed 5,17 water injection holes 4 of 3,34 release aperture of 34 anchor poles.
As shown in Figure 2, described water injection hole 4 is provided with water filling section 41, and the end of described water filling section is provided with argillic horizon 42, and described argillic horizon end is provided with cement sand bed 43.The thickness of the utility model argillic horizon 42 cappings is 250mm, the thickness 60mm of cement sand bed capping 43.
As shown in Figure 3, described release aperture is provided with unloading segment 51, and described unloading segment 51 ends are provided with layer of concrete 52.The thickness of the utility model layer of concrete 52 cappings is 180mm.
Work progress of the present utility model: 1, accurately find the position of armature boring, release aperture and water injection hole with laser measuring apparatus accurately, and draw a circle with cement and to make marks.2, carry out the boring of anchor pole, release aperture and water injection hole with horizontal drill, the outward-dipping angle of deep layer armature boring is 10～20 °, diameter is 60～90mm, length is 8000～10000mm, release aperture is the lateral aperture longitudinally along the tunnel, and bore diameter is 60～90mm, and length is 6000mm～8000mm, water injection hole is outward-dipping 5～10 ° of inclined hole, and length is 6000mm～8000mm.Anchor pole and release aperture and release aperture and water injection hole center to center distance be 200mm.3, construction deep layer anchor pole is placed on the reinforcing bar of deep layer anchor pole in the pre-drilled hole, carries out high-pressure slip-casting then, after slip casting is finished with the upper end anchoring of deep layer anchor pole.4, the upper end residue of release aperture is removed totally, with layer of concrete that the outer end of release aperture is firm with the layer of concrete sealing then, the thickness of layer of concrete capping is 150～200mm.5, remove the end residue of water injection hole clean, then toward the interior water filling of water injection hole, with argillic horizon and cement sand bed the outer end of water injection hole is sealed firmly after filling with water, the thickness of argillic horizon capping is 200～300mm, and the capping thickness of cement sand bed is 50～100mm.
Above embodiment is described preferred embodiment of the present utility model; be not that scope of the present utility model is carried out limit; design under the prerequisite of spirit not breaking away from the present invention; various distortion and transformation that those of ordinary skills make the utility model all should fall into the protection domain that claims of the present utility model are determined.
Claims (5)
1. control tunnel rock burst structure, comprise tunnel surrounding, tunnel excavation line, anchor pole, described tunnel excavation line is provided with at least 2 the above anchor poles, it is characterized in that: be provided with water injection hole between the described anchor pole, described water injection hole is disposed with water filling section, argillic horizon and cement sand bed; Be provided with release aperture between described water injection hole and the single described anchor pole, described release aperture is disposed with unloading segment, layer of concrete.
2. according to the described control of claim 1 tunnel rock burst structure, it is characterized in that: the outward-dipping angle of the boring of described anchor pole is 10～20 °.
3. according to the described control of claim 2 tunnel rock burst structure, it is characterized in that: the outward-dipping angle of described water injection hole is 5～10 °.
4. according to the described control of claim 3 tunnel rock burst structure, it is characterized in that: the center to center distance of described release aperture and described anchor pole is 200mm.
5. according to claim 3 or 4 described control tunnel rock burst structures, it is characterized in that: the center to center distance of described release aperture and described water injection hole is 200mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320094319 CN203145956U (en) | 2013-03-01 | 2013-03-01 | Control tunnel rock explosion structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320094319 CN203145956U (en) | 2013-03-01 | 2013-03-01 | Control tunnel rock explosion structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203145956U true CN203145956U (en) | 2013-08-21 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320094319 Expired - Fee Related CN203145956U (en) | 2013-03-01 | 2013-03-01 | Control tunnel rock explosion structure |
Country Status (1)
| Country | Link |
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| CN (1) | CN203145956U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104533430A (en) * | 2015-01-05 | 2015-04-22 | 中国电建集团华东勘测设计研究院有限公司 | Breakage and slippage type rockburst risk relieving high-pressure water injection device and construction method of breakage and slippage type rockburst risk relieving high-pressure water injection device |
| CN105927244A (en) * | 2016-06-22 | 2016-09-07 | 广西大学 | Surrounding rock consolidation system for reducing rock burst hazards |
| CN107100631A (en) * | 2017-05-12 | 2017-08-29 | 西南交通大学 | Pass through the construction method of active fault Tunnel Second Lining |
| CN110130929A (en) * | 2019-06-14 | 2019-08-16 | 贵州省水利水电勘测设计研究院 | A kind of protective device of rock burst geology hole section safe construction |
| CN111119948A (en) * | 2019-11-26 | 2020-05-08 | 中铁第一勘察设计院集团有限公司 | Rock burst prevention supporting structure of high-ground-stress hard rock tunnel and construction method of rock burst prevention supporting structure |
-
2013
- 2013-03-01 CN CN 201320094319 patent/CN203145956U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104533430A (en) * | 2015-01-05 | 2015-04-22 | 中国电建集团华东勘测设计研究院有限公司 | Breakage and slippage type rockburst risk relieving high-pressure water injection device and construction method of breakage and slippage type rockburst risk relieving high-pressure water injection device |
| CN105927244A (en) * | 2016-06-22 | 2016-09-07 | 广西大学 | Surrounding rock consolidation system for reducing rock burst hazards |
| CN107100631A (en) * | 2017-05-12 | 2017-08-29 | 西南交通大学 | Pass through the construction method of active fault Tunnel Second Lining |
| CN107100631B (en) * | 2017-05-12 | 2019-04-02 | 西南交通大学 | Pass through the construction method of active fault Tunnel Second Lining |
| CN110130929A (en) * | 2019-06-14 | 2019-08-16 | 贵州省水利水电勘测设计研究院 | A kind of protective device of rock burst geology hole section safe construction |
| CN111119948A (en) * | 2019-11-26 | 2020-05-08 | 中铁第一勘察设计院集团有限公司 | Rock burst prevention supporting structure of high-ground-stress hard rock tunnel and construction method of rock burst prevention supporting structure |
| CN111119948B (en) * | 2019-11-26 | 2022-04-22 | 中铁第一勘察设计院集团有限公司 | Construction method of rock burst prevention supporting structure of high-ground-stress hard rock tunnel |
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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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130821 Termination date: 20190301 |