CN103835731A - Supporting device and method for primary supporting of expansible soil layer tunnel - Google Patents
Supporting device and method for primary supporting of expansible soil layer tunnel Download PDFInfo
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- CN103835731A CN103835731A CN201410065145.XA CN201410065145A CN103835731A CN 103835731 A CN103835731 A CN 103835731A CN 201410065145 A CN201410065145 A CN 201410065145A CN 103835731 A CN103835731 A CN 103835731A
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Abstract
The invention discloses a supporting device and method for primary supporting of an expansible soil layer tunnel. The supporting device comprises profile steel, a PVC pipe and a big lock foot. The two ends of the profile steel are fixed to adjacent profile steel lagging jack supports, and the PVC pipe is inserted in a hole of the profile steel with holes. After concrete is sprayed, drilling is conducted with the PVC pipe as a guide pipe, the big lock foot is inserted in a drilled hole, and then the big lock foot is installed. By the adoption of the technical scheme, compared with the prior art, the supporting device has the advantages of being high in work efficiency, capable of saving time and labor, convenient to construct, safe, reliable and high in supporting strength; the anchoring effect of a lock foot anchor pipe is enhanced, the pulling resistance of the anchor pipe is improved, and the effect of the lock foot anchor pipe on control over surrounding rock deformation is brought into full play; the supporting device can be adapted to the deformation law of expansible soil layer surrounding rock, greatly improve the supporting strength of the surrounding rock, and effectively control the expansion deformation of the expansible soil layer surrounding rock.
Description
Technical field
The present invention relates to a kind of " bridge-type " for the preliminary bracing of dilatancy tunnels in soil and lock greatly pin suspension device and supporting method.
Background technology
China mountain ridge is numerous, and engineering geological conditions complexity, in construction of tunnel process of construction, often can run into the engineering problem that passes through dilatancy soil layer.Due to the expansion characteristics of dilatancy soil layer country rock, in the time that construction tunnel step is changed, if arch springing can not obtain operative constraint, tunnel often there will be the engineering roadblocks such as just a cracking, country rock large deformation.
Lock foot anchoring stock method be in the Support System in Soft Rock Tunnels with benching tunnelling method or partial excavation method excavation along tunnel lateral direction at arch, foundation position sets has the anchor pole of fixing limb and quantity, and its tail end and steelframe (profile steel frame or grid steel frame) are firmly welded, to strengthen preliminary bracing globality, give full play to the supporting capacity of preliminary bracing.In the poor tunnel of country rock, can adopt the mode of lock pin anchor tube supporting, adopt seamless steel pipe and be drilled with the injected hole of interlaced arrangement at its wall.On the one hand, utilize anchor tube self-bearing capacity to suppress tunnel deformation, on the other hand, by lock pin anchor tube, country rock in certain limit around it is carried out to grouting and reinforcing, improve Surrounding Rock Strength.
The support pattern constraint lock pin that mostly adopts at present lock pin anchor tube in dilatancy tunnels in soil, improves supporting intensity.But due to the particularity of dilatancy tunnels in soil country rock dilatancy, the supporting intensity deficiency of existing lock pin anchor tube skill, fails to play the effect of reinforce adjoining rock.In the time of step conversion construction, easily cause Tunnel to destroy, cause Tunnel Landslide.
Summary of the invention
The object of the invention is for overcoming above-mentioned the deficiencies in the prior art, provide " bridge-type " for dilatancy tunnels in soil that a kind of operating efficiency is high, time saving and energy saving, supporting effect is good, safe and reliable to lock greatly pin suspension device and method.
For achieving the above object, the present invention adopts following technical proposals:
For the suspension device of dilatancy tunnels in soil preliminary bracing, comprise shaped steel, guide pipe and lock greatly pin, described shaped steel two ends are fixed in adjacent shaped steel arch supporting, and guide pipe inserts in the hole of shaped steel with holes, described large lock pin is inserted into after sprayed mortar has applied, in the hole that guide pipe bored.
Described guide pipe is pvc pipe.
The two ends of described shaped steel are welded in adjacent shaped steel arch supporting.
Described shaped steel with holes is overlapped between middle step arch springing place two Pin bow members, forms " bridge-type " structure, and shaped steel adopts i iron, and model is I18～I20, punching in the middle of shaped steel, and diameter is φ 120mm.
Described pvc pipe inserts in the hole in the middle of shaped steel, and length is 40～50cm, ensures to expose shotcrete layer.
Described large lock pin is the seamless steel floral tube of Φ 108mm, long 6m, and surperficial quincuncial arrangement is overflow and is starched hole.
Be used for the supporting method of the suspension device of dilatancy tunnels in soil preliminary bracing, as follows:
After step 1. bow member support bracket has stood, tunnel adopts three step seven step excavation methods, and at middle step arch springing, shaped steel with holes is welded at place;
When described step 3 applies sprayed mortar, should ensure that pvc pipe exposes layer of concrete, to bring into play its guide pipe effect.
Beneficial effect of the present invention is as follows:
The present invention includes shaped steel with holes, pvc pipe and lock greatly pin, shaped steel with holes is overlapped between middle step arch springing place two Pin bow members, forms " bridge-type " structure, on the one hand adjacent bow member is combined into an entirety, improves the globality of bow member; Make on the other hand to lock greatly the suffered country rock pulling capacity of pin by two Pin steel arch frame shareds, improve large lock pin supporting intensity.Large lock pin is installed after sprayed mortar has applied, and adopts φ 108 steel floral tubes, the supporting role that has greatly improved large lock pin simultaneously.Slip casting effect by lock pin anchor tube can be reinforced country rock in certain limit around it, on the other hand, condense by slurries, improve the adhesion stress of lock pin anchor tube wall and country rock, strengthen the anchorage effect of lock pin anchor tube to country rock, improve the uplift resistance of anchor tube, reduced to impose on because of Stress relieving of surrounding rocks the active force of preliminary bracing, limited to a certain extent the displacement of tunnel to headroom direction.
Owing to adopting technique scheme, compared with prior art, the present invention has advantages of that operating efficiency is high, time saving and energy saving, constructing operation is convenient, safe and reliable, supporting intensity is high, strengthen the anchorage effect of lock pin anchor tube, improve the uplift resistance of anchor tube, give full play to the effect of lock pin anchor tube deformation controlling for rock surrounding gateways, can adapt to the deformation rule of dilatancy soil layer country rock, greatly improve the supporting intensity to country rock, effectively controlled the dilatancy of dilatancy soil layer country rock.
Brief description of the drawings
Fig. 1 is that shaped steel with holes is overlapped on schematic diagram between two Pin bow members;
Fig. 2 is for inserting pvc pipe trailing flank figure;
Fig. 3 is stereogram after insertion pvc pipe;
Fig. 4 is steel floral tube structure chart;
1. bow member supportings in figure, 2. shaped steel, the 3. hole in the middle of shaped steel, 4. welding position, 5.PVC pipe, 6. steel floral tube, the slurry hole of 7. overflowing.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is further described.
The present invention includes shaped steel 2, pvc pipe 5 and lock greatly pin, described shaped steel two ends are fixed in adjacent shaped steel arch supporting, and pvc pipe inserts in the hole of shaped steel with holes, described large lock pin is inserted into after sprayed mortar has applied, with pvc pipe in the hole that guide pipe was bored.
The two ends of shaped steel are welded in adjacent shaped steel arch supporting.
Shaped steel with holes is overlapped between middle step arch springing place two Pin bow members, forms " bridge-type " structure, and shaped steel adopts i iron, and model is I18～I20, punching in the middle of shaped steel, and diameter is φ 120mm.
Large lock pin is the seamless steel floral tube 6 of Φ 108mm, long 6m, and surperficial quincuncial arrangement is overflow and is starched hole 7.
Detailed description of the invention is as follows:
First,, in Fig. 1, after 1 of bow member supporting has been stood, at middle step arch springing, with holes 3 shaped steel 2 is welded at place; Second step, in Fig. 2, inserts pvc pipe 5 in the hole 3 in the middle of shaped steel, and fixing PVC pipe 5; The 3rd step, applies sprayed mortar; The 4th step, taking pvc pipe 5 as guide pipe, according to existing lock foot anchoring stock technology, squeezes into the steel floral tube in Fig. 36 in country rock; The 5th step, cementing slurries reinforce adjoining rock.
While applying sprayed mortar, should ensure that pvc pipe 5 exposes layer of concrete, to bring into play its guide pipe effect; The concrete size of steel floral tube illustrates in Fig. 3.
Claims (8)
1. for the suspension device of dilatancy tunnels in soil preliminary bracing, it is characterized in that: comprise shaped steel, guide pipe and lock greatly pin, described shaped steel two ends are fixed in adjacent shaped steel arch supporting, and guide pipe inserts in the hole of shaped steel with holes, described large lock pin is inserted into after sprayed mortar has applied, in the hole that guide pipe bored.
2. device as claimed in claim 1, is characterized in that: the two ends of described shaped steel are welded in adjacent shaped steel arch supporting.
3. device as claimed in claim 1, is characterized in that: described shaped steel is overlapped between middle step arch springing place two Pin bow members, forms " bridge-type " structure.
4. device as claimed in claim 1, is characterized in that: described shaped steel adopts i iron, and model is I18～I20, punching in the middle of shaped steel, and the diameter in hole is φ 120mm.
5. device as claimed in claim 1, is characterized in that: described guide pipe is pvc pipe, and it inserts in the hole in the middle of shaped steel, and the length of pvc pipe is 40～50cm.
6. device as claimed in claim 1, is characterized in that: described large lock pin is the seamless steel floral tube of Φ 108mm, long 6m, and surperficial quincuncial arrangement is overflow and is starched hole.
7. the supporting method of device as claimed in claim 1, is characterized in that: as follows
After step 1. bow member support bracket has stood, at middle step arch springing, shaped steel with holes is welded at place;
Step 2. is inserted pvc pipe in the hole in the middle of shaped steel, and fixing PVC pipe;
Step 3. applies sprayed mortar;
Step 4, taking pvc pipe as guide pipe, according to existing lock foot anchoring stock technology, will be locked greatly pin and squeeze in country rock;
Step 5. cementing slurries reinforce adjoining rock.
8. the supporting method of device as claimed in claim 7, is characterized in that, as follows:
When described step 3 applies sprayed mortar, should ensure that pvc pipe exposes layer of concrete, to bring into play its guide pipe effect.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410065145.XA CN103835731A (en) | 2014-02-25 | 2014-02-25 | Supporting device and method for primary supporting of expansible soil layer tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410065145.XA CN103835731A (en) | 2014-02-25 | 2014-02-25 | Supporting device and method for primary supporting of expansible soil layer tunnel |
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| CN103835731A true CN103835731A (en) | 2014-06-04 |
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| CN201410065145.XA Pending CN103835731A (en) | 2014-02-25 | 2014-02-25 | Supporting device and method for primary supporting of expansible soil layer tunnel |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106150533A (en) * | 2015-03-24 | 2016-11-23 | 兰州交通大学 | A kind of loess tunnel vertical deformation control structure and apply method |
| CN109322685A (en) * | 2018-11-16 | 2019-02-12 | 中铁十二局集团有限公司 | A kind of self-expanding lock foot anchor tube |
| CN109404006A (en) * | 2018-11-13 | 2019-03-01 | 西安科技大学 | A kind of assembled preliminary bracing |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20070045459A (en) * | 2005-10-27 | 2007-05-02 | 주식회사 엔티에스이앤씨 | It establishes the tunnel formation tunnel structure the maine pipe construction method |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN103244128A (en) * | 2013-05-22 | 2013-08-14 | 汇通路桥建设集团有限公司 | Method for constructing large-section karst tunnels through double sidewall pilot tunnel and reservation core soil methods |
| CN203822331U (en) * | 2014-02-25 | 2014-09-10 | 山东大学 | Support device for primary support of expansibility soil layer tunnel |
-
2014
- 2014-02-25 CN CN201410065145.XA patent/CN103835731A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20070045459A (en) * | 2005-10-27 | 2007-05-02 | 주식회사 엔티에스이앤씨 | It establishes the tunnel formation tunnel structure the maine pipe construction method |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN103244128A (en) * | 2013-05-22 | 2013-08-14 | 汇通路桥建设集团有限公司 | Method for constructing large-section karst tunnels through double sidewall pilot tunnel and reservation core soil methods |
| CN203822331U (en) * | 2014-02-25 | 2014-09-10 | 山东大学 | Support device for primary support of expansibility soil layer tunnel |
Non-Patent Citations (1)
| Title |
|---|
| 于新军: "膨胀性黄土隧道大变形控制技术研究", 《土工基础》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106150533A (en) * | 2015-03-24 | 2016-11-23 | 兰州交通大学 | A kind of loess tunnel vertical deformation control structure and apply method |
| CN109404006A (en) * | 2018-11-13 | 2019-03-01 | 西安科技大学 | A kind of assembled preliminary bracing |
| CN109322685A (en) * | 2018-11-16 | 2019-02-12 | 中铁十二局集团有限公司 | A kind of self-expanding lock foot anchor tube |
| CN109322685B (en) * | 2018-11-16 | 2024-02-06 | 中铁十二局集团有限公司 | Self-expansion foot locking anchor pipe |
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Application publication date: 20140604 |