CN202520317U - Minimum-clear-distance tunnel rear hole excavating construction structure - Google Patents
Minimum-clear-distance tunnel rear hole excavating construction structure Download PDFInfo
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- CN202520317U CN202520317U CN2012200556288U CN201220055628U CN202520317U CN 202520317 U CN202520317 U CN 202520317U CN 2012200556288 U CN2012200556288 U CN 2012200556288U CN 201220055628 U CN201220055628 U CN 201220055628U CN 202520317 U CN202520317 U CN 202520317U
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- grouting pipe
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Abstract
The utility model discloses a minimum-clear-distance tunnel rear hole excavating construction structure, which comprises rows of longitudinal shock absorbing holes, a coreless blasting hole and a plurality of grouting guide tubes. The rows of longitudinal shock absorbing holes are formed in one side close to a partition rock; the coreless blasting hole is deviated towards the side far away from the partition rock by 1-2m; the grouting guide tubes traverse in the partition rock; and a plurality of grouting holes are formed in the middle of each grouting guide tube. The minimum-clear-distance tunnel rear hole excavating construction structure can save construction period, labor cost, material cost and machinery cost can be saved about 50%, and join of working procedures is facilitated.
Description
Technical field
The utility model relates to the excavation construction structure in hole, a kind of tunnel, particularly relates to the wide open excavation construction structure of row behind a kind of minimum clear-distance tunnel.
Background technology
When separated rock thickness is less than 2 meters in the conventional double-hole tunnel, adopt combined type mid-board multiple-arch tunnel structure.The construction period of this structure is longer, and construction cost is higher.But separated rock thickness is not less than other effective job practices in 2 meters tunnel in also being directed against at present.
The utility model content
The utility model for the minimum clear-distance tunnel that solves the technical problem that exists in the known technology and provide a kind of and can shorten the construction period, reduce construction cost after the wide open excavation construction structure of row.
The technical scheme that the utility model is taked for the technical problem that exists in the solution known technology is: the wide open excavation construction structure of row behind a kind of minimum clear-distance tunnel; Comprise be arranged near at a distance from the in a row vertically shock relieve vent of rock one side, to away from a distance from rock one lateral deviation from the hole of explosion from the bottom of one's heart of 1-2m and traverse in many grouting pipe in rock, the middle part of said grouting pipe is provided with a plurality of injected holes.
Said vertical shock relieve vent has two rows, and the excavation sideline begins the row hole haunch part to the back to cloth hole height from the bottom.
The spacing of the said grouting pipe that row hole hoop is adjacent along the back is 0.4-0.6m; Row hole, back, the edge vertically spacing of adjacent said grouting pipe is 0.8-1.2m; Every grouting pipe is faced upward the 2-5 degree to the hole Dong Ding that goes ahead of the rest; The distribution of grouting pipe in section: the excavation sideline begins the row hole haunch part to the back from the bottom, and the grouting pipe of highest order is lower than vertical shock relieve vent of highest order.
The leading section of said grouting pipe is processed into cone, and said injected hole is quincuncial arrangement, and the afterbody of said grouting pipe is not shorter than in the scope of 1m and does not hole, and forms to reserve to end the slurry section.
Advantage and the good effect that the utlity model has are: the hole body that forms row hole, back through the method for damping explosion piecemeal; Become as a whole mid-board with tunnel structure through forming piecemeal at a distance from the method for rock in the grouting and reinforcing; Can make the hole of going ahead of the rest directly advance the hole construction according to the existing job practices of single hole tunnel; Saved the construction of mid-board, practiced thrift the duration, labour cost, cost of materials and mechanical expense can be practiced thrift about 50% simultaneously; The procedure arrangement aspect is convenient to be connected more.
Description of drawings
Fig. 1 is the structural representation of the utility model;
Fig. 2 is the structural representation of the grouting pipe of the utility model use.
Among the figure: 1, hole in advance, 2, grouting pipe, 3, vertical shock relieve vent, 4, the explosion hole from the bottom of one's heart of squinting, 5, Hou Hangdong, 21, outer stirrup, 22, reserve and end the slurry section, 23, injected hole, 24, the leading section of grouting pipe.
The specific embodiment
For further understanding summary of the invention, characteristics and the effect of the utility model, the following examples of giving an example now, and conjunction with figs. specifies as follows:
See also Fig. 1-2; The wide open excavation construction structure of row behind a kind of minimum clear-distance tunnel of the utility model; Comprise be arranged near at a distance from the in a row vertically shock relieve vent 3 of rock one side, to away from a distance from rock one lateral deviation from the hole of explosion from the bottom of one's heart 4 of 1-2m and traverse in many grouting pipe 2 in rock, the middle part of grouting pipe 2 is provided with a plurality of injected holes 23.
The inventive concept of the utility model is: the mid-board of need not constructing; Directly accomplish the construction in hole 1 in advance according to the existing job practices of single hole tunnel; After the construction in hole is accomplished in advance, bore vertical shock relieve vent 3 of beating row hole, back, carry out the skew explosion from the bottom of one's heart in row hole, back then; Perimeter blasting more then, thus the vibration limits of row hole explosion centering in back reduced at a distance from the rock and the hole of going ahead of the rest.In reserve grouting pipe 2 in the rock, at a distance from the broken crack that rock internal cause concussion of blasting causes, become as a whole at a distance from rock with tunnel structure in making in reinforcing through the mode of slip casting in grouting pipe, thus the quality and the safety of assurance tunnel structure.
See also Fig. 1-2, the utility model job practices may further comprise the steps:
One) excavation of first section hole body of completion;
1) brill is beaten vertical shock relieve vent 3
Adopt geological drilling rig on the drilling platform of setting up, to bore and beat vertical shock relieve vent.The aperture is Ф 110-150mm, and hole depth should be not less than the design excavation depth of first section hole body.
Vertically shock relieve vent 3 near at a distance from a side of rock two rows are arranged; Row height of holes direction sets in a row along the back; Near at a distance from vertical shock relieve vent of rock apart from excavation sideline 1m, away from a distance from vertical shock relieve vent of rock apart from excavation sideline 2m, the excavation sideline begins the row hole haunch part to the back to cloth hole height from the bottom.The pitch-row of adjacent shock relieve vent is 300-400mm on the short transverse of cloth hole.
2) to away from a distance from a lateral deviation of rock from 1-2m, explosion is from the bottom of one's heart carried out in row hole, back, scarfing cinder forms the explosion hole 4 from the bottom of one's heart of squinting;
3) perimeter blasting, scarfing cinder are carried out in row hole 5, back; So far accomplished the excavation of first section hole body, formed first section hole body, exposed in first section at a distance from rock with design excavation depth.
The utility model through near at a distance from a side of rock, be drilled with the vertical shock relieve vent of two rows, divide twice squint explosion from the bottom of one's heart and perimeter blasting successively then.Squint explosion from the bottom of one's heart shock wave need through in arriving behind the vertical shock relieve vent of two rows at a distance from rock, the setting of the vertical shock relieve vent of two rows has reduced to squint from the bottom of one's heart explosion centering at a distance from the vibration influence of rock; Perimeter blasting because of the setting of the vertical shock relieve vent of two rows kept to greatest extent at a distance from the force structure of rock.
Two) in first section, carry out grouting and reinforcing, make in first section to become as a whole with tunnel structure at a distance from rock at a distance from rock;
1) in first section, in rock, traverses many grouting pipe
The arrangement of many grouting pipe: the spacing of the adjacent grouting pipe of row hole hoop is 0.4-0.6m along the back; The spacing of vertical adjacent grouting pipe is 0.8-1.2m along row hole, back; Every grouting pipe is faced upward the 2-5 degree to the hole Dong Ding that goes ahead of the rest; The distribution of grouting pipe in section: the excavation sideline begins the row hole haunch part to the back from the bottom, and the grouting pipe of highest order is lower than vertical shock relieve vent of highest order.
The structure of grouting pipe: grouting pipe is provided with grouting pipe, and the diameter of grouting pipe is 30-40mm, and the leading section 24 of grouting pipe is processed into cone, beats so that insert, and prevents the slurries preshoot.The grouting pipe middle part is drilled with the injected hole 23 of a plurality of φ 8-12mm, and injected hole 23 is quincuncial arrangement, prevents that the dead angle from appearring in slip casting; Spacing along the adjacent injected hole of grouting pipe centerline direction is 12-18cm, and the afterbody of grouting pipe is not shorter than in the scope of 1m and does not hole, and forms to reserve to end slurry section 22; In case spillage, the outer stirrup 21 of the end of grouting pipe welding annular is in case when setting grouting pipe; Tail end cracking influences itself and the connecting of external grouting equipment.The length of every grouting pipe should than with its corresponding position in grow 0.5m at least at a distance from the thickness of rock.
The mounting method of every grouting pipe:
Hole with air rock drill at preposition.In the grouting pipe patchhole, at the grouting pipe tail end protective cap that is threaded, and adopt special-purpose top to force in protective cap, grouting pipe is pushed into the degree of depth of requirement.Lay down protective cap.Suit flax silk plunger on the section is only starched in reservation at the grouting pipe afterbody, and the flax silk plunger is a tubulose, and its outer wall and hole wall are through the flax silk sealing, and its inwall and the applying of grouting pipe outer wall seal.And then fill the aperture with clay, block the flax silk plunger, with slip-off preventing.The grouting pipe revealed section is not less than 30cm, so that it is connected with external grouting equipment.
2) construction of first section hole body preliminary bracing structure of completion;
3) after the preliminary bracing structure of treating first section hole body reaches design strength, adopt external grouting equipment in grouting pipe, to inject cement paste.
The water ash weight ratio of cement paste should be not less than 0.5: 1.
In order to obtain good consolidation effect, must inject enough cement pastes, to tamp hollow sectors, guarantee effective range of scatter, and let slurries in the crack, evenly spread, fill.
The design load of single hole grouting amount Q is relevant with the porosity of country rock, estimates that according to the crack of diffusion radius and rock stratum its value is: Q=η SL (m
3)
In the formula: the section area (m of the single boring of S-
2);
The length (m) of L-drilled pressure filling section;
η-diffusion coefficient is got 1.3-1.5.
The grouting amount of single boring should be not less than its design grouting amount, and grouting pressure should be greater than 1MPa less than 2MPa.Concrete grouting pressure value and grouting amount should be confirmed according to the result of the test of job site.On-the-spot grouting amount greater than the boring volume after, continue that grouting pressure surpasses allowed band and stop this hole slip casting can't inject cement paste the time, get into the slip casting in next hole; On-the-spot grouting amount is not searched reason when grouting pressure reaches the design grouting pressure during greater than single hole grouting amount Q value, sees whether to go here and there hole or spillage, takes the measure of shutoff, lasting then slip casting 30 seconds.After slip casting reaches termination condition, stop slip casting.
Three) repeating step one) and step 2), the construction of row hole 5 little clear distance sections after accomplishing.
In construction sequence two) in, but repeating step one), carry out the excavation of second section hole body.The rest may be inferred.
At a distance from the double-hole tunnel of rock thickness, take row hole, back is carried out the method for damping explosion and the separated rock grouting and reinforcing of centering during the utility model is directed against, shortened the duration of constructing tunnel, reduced construction cost, guaranteed the safety and the quality of constructing tunnel less than 2 meters.
Although combine accompanying drawing that the preferred embodiment of the utility model is described above; But the utility model is not limited to the above-mentioned specific embodiment, and the above-mentioned specific embodiment only is schematically, is not restrictive; Those of ordinary skill in the art is under the enlightenment of the utility model; Not breaking away under the scope situation that the utility model aim and claim protect, can also make a lot of forms, these all belong within the protection domain of the utility model.
Claims (4)
1. the wide open excavation construction structure of row behind the minimum clear-distance tunnel; It is characterized in that; Comprise be arranged near at a distance from the in a row vertically shock relieve vent of rock one side, to away from a distance from rock one lateral deviation from the hole of explosion from the bottom of one's heart of 1-2m and traverse in many grouting pipe in rock, the middle part of said grouting pipe is provided with a plurality of injected holes.
2. the wide open excavation construction structure of row is characterized in that said vertical shock relieve vent has two rows behind the minimum clear-distance tunnel according to claim 1, and the excavation sideline begins the row hole haunch part to the back to cloth hole height from the bottom.
3. the wide open excavation construction structure of row behind the minimum clear-distance tunnel according to claim 1; It is characterized in that; The spacing of the said grouting pipe that hoop is adjacent along back row hole is 0.4-0.6m, along the back row hole vertically the spacing of adjacent said grouting pipe be 0.8-1.2m, every grouting pipe is faced upward the 2-5 degree to hole Dong Ding in advance; The distribution of grouting pipe in section: the excavation sideline begins the row hole haunch part to the back from the bottom, and the grouting pipe of highest order is lower than vertical shock relieve vent of highest order.
4. the wide open excavation construction structure of row behind the minimum clear-distance tunnel according to claim 1; It is characterized in that the leading section of said grouting pipe is processed into cone, said injected hole is quincuncial arrangement; The afterbody of said grouting pipe is not shorter than in the scope of 1m and does not hole, and forms to reserve to end the slurry section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200556288U CN202520317U (en) | 2012-02-17 | 2012-02-17 | Minimum-clear-distance tunnel rear hole excavating construction structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200556288U CN202520317U (en) | 2012-02-17 | 2012-02-17 | Minimum-clear-distance tunnel rear hole excavating construction structure |
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| Publication Number | Publication Date |
|---|---|
| CN202520317U true CN202520317U (en) | 2012-11-07 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2012200556288U Expired - Fee Related CN202520317U (en) | 2012-02-17 | 2012-02-17 | Minimum-clear-distance tunnel rear hole excavating construction structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106917628A (en) * | 2017-03-23 | 2017-07-04 | 中铁五局集团成都工程有限责任公司 | Small-clear-distance tunnel construction structure and its technique |
| CN110130925A (en) * | 2019-05-17 | 2019-08-16 | 深圳市综合交通设计研究院有限公司 | The composite reinforcing method of rock pillar in a kind of small interval city tunnel |
| CN110374631A (en) * | 2019-06-25 | 2019-10-25 | 深圳市综合交通设计研究院有限公司 | Row tunnel pre-grouting construction method after a kind of soft stratum small-clear-distance tunnel |
| CN113063890A (en) * | 2021-03-02 | 2021-07-02 | 山东科技大学 | Equivalent model for tunnel blasting excavation test and using method thereof |
-
2012
- 2012-02-17 CN CN2012200556288U patent/CN202520317U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106917628A (en) * | 2017-03-23 | 2017-07-04 | 中铁五局集团成都工程有限责任公司 | Small-clear-distance tunnel construction structure and its technique |
| CN106917628B (en) * | 2017-03-23 | 2019-11-15 | 中铁五局集团成都工程有限责任公司 | Small-clear-distance tunnel construction technique |
| CN110130925A (en) * | 2019-05-17 | 2019-08-16 | 深圳市综合交通设计研究院有限公司 | The composite reinforcing method of rock pillar in a kind of small interval city tunnel |
| CN110374631A (en) * | 2019-06-25 | 2019-10-25 | 深圳市综合交通设计研究院有限公司 | Row tunnel pre-grouting construction method after a kind of soft stratum small-clear-distance tunnel |
| CN113063890A (en) * | 2021-03-02 | 2021-07-02 | 山东科技大学 | Equivalent model for tunnel blasting excavation test and using method thereof |
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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: 20121107 Termination date: 20150217 |
|
| EXPY | Termination of patent right or utility model |