CN102128038A - Quick construction method for tunnel pipe shed - Google Patents
Quick construction method for tunnel pipe shed Download PDFInfo
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- CN102128038A CN102128038A CN 201110027983 CN201110027983A CN102128038A CN 102128038 A CN102128038 A CN 102128038A CN 201110027983 CN201110027983 CN 201110027983 CN 201110027983 A CN201110027983 A CN 201110027983A CN 102128038 A CN102128038 A CN 102128038A
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- steel pipe
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Abstract
The invention discloses a construction method for a tunnel pipe shed, which is used for reducing safety risks, improving the construction speed of the tunnel pipe shed and reducing construction cost by reducing material loss. The method comprises the following steps of: after preparing the construction of the pipe shed, surveying setting-out, calibrating a pore position and tapping, and arranging an orifice pipe and a water-seal device at the tapping position; drilling to the design depth at the orifice pipe; jacking the shed top of a steel pipe to a contour line on the periphery of a tunnel; embedding a glass fiber anchor rod into the pipe shed; and sealing an orifice, and grouting.
Description
Technical field
The present invention relates to the constructing tunnel technology, be meant a kind of tunneltron canopy rapid constructing method especially.
Background technology
The pipe canopy refers generally to part or all along the underground construction section, lays the canopy protection structure of formation with the certain spacing hoop.Its objective is for safe excavation under special geologic condition, the temporary lining method that strengthens the stratum bearing capacity is provided in advance.Be mainly used in weakness, grit stratum and soft rock, talus, zone of fracture location.
The pipe roof construction method has in the hole expansion dig no workplace construction method in workplace construction method and the hole in the at present common hole.The former is mainly used in face country rock situation situation preferably, its advantage be technology than standard, pipe canopy quality is easy to control; Shortcoming is to geology conditional request height, needs to expand to dig workplace, causes potential safety hazard, delays the duration, and causes rolling up of preliminary bracing material.The latter is mainly used in that the face country rock is relatively poor to be not suitable for expanding the situation of digging, and its advantage is applicable to the relatively poor situation of geological conditions, can handle the location that caves in; Shortcoming is to need excision steel pipe canopy encroachment line part, has security risk, and workload is bigger to need long and waste material comparatively of duration.
That is to say, in the prior art in the common hole pipe roof construction method all to have increased construction risk and duration artificially all long, spillage of material is bigger.
Summary of the invention
The invention provides a kind of tunneltron canopy job practices, cause does not need expansion not dig workplace, do not need to cut encroachment line pipe canopy, can effectively avoid conventional potential safety hazard to ensure that safety for tunnel engineering improves tunneltron canopy speed of application and reduces spillage of material and then the reduction construction cost.
A kind of tunneltron canopy job practices that the embodiment of the invention provides comprises:
After pipe roof construction is ready to complete, measure unwrapping wire, demarcate position, hole and perforate, orifice tube and antipriming are installed at tapping;
At the orifice tube place, hole to projected depth;
The steel pipe ceiling is proceeded to peripheral outline line place, tunnel;
The glass fiber anchor pole is embedded the steel pipe canopy;
Closed orifices is carried out mortar depositing construction.
The method of the embodiment of the invention adopts no workplace mode to construct, and after pipe roof construction is ready to complete, measures unwrapping wire, demarcates position, hole and perforate, at tapping orifice tube and antipriming is installed; At the orifice tube place, hole to projected depth; The steel pipe ceiling is proceeded to peripheral outline line place, tunnel; The glass fiber anchor pole is embedded the steel pipe canopy; Closed orifices is carried out mortar depositing construction.Slotting scarfweld connects technology and glass fiber anchor pole technology, need not expansion and digs workplace, need not excision pipe canopy end, can effectively improve tunneltron canopy speed of application and reduce the wastage, and can be widely used in pipe roof construction in the bored tunnel hole.
Description of drawings
Fig. 1 is the schematic flow sheet of embodiment of the invention method;
Fig. 2 is the schematic flow sheet of the embodiment of the invention one;
Fig. 3 is this circulation excavation section for pipe canopy sectional drawing;
Fig. 4 is the perforate of pipe canopy, whole hole perspective view;
Fig. 5 is for inserting scarfweld joint schematic diagram;
Fig. 6 is pipe canopy perforate of positive hole and whole hole perspective view.
The specific embodiment
In order to ensure safety for tunnel engineering raising tunneltron canopy speed of application and to reduce the wastage, the embodiment of the invention is measured unwrapping wire, is demarcated position, hole and perforate after pipe roof construction is ready to complete, and at tapping orifice tube and antipriming is installed; At the orifice tube place, hole to projected depth; The steel pipe ceiling is proceeded to peripheral outline line place, tunnel; The glass fiber anchor pole is embedded the steel pipe canopy; Closed orifices is carried out mortar depositing construction.Wherein, can adopt insert scarfweld connect technology with the jacking of a plurality of long tube section to the pre-determined bit hole, adopt glass fiber anchor pole technology that anchor pole is embedded the steel pipe canopy.
Referring to shown in Figure 1, the method for the embodiment of the invention is as follows:
Step 100: pipe roof construction is prepared.
Step 101: measure unwrapping wire, demarcate position, hole and perforate, orifice tube and antipriming are installed at tapping.When orifice tube is installed, with cement based anchoring agent anchoring.Described antipriming is a high pressure sealing gate valve.
Step 102:, hole to projected depth at the orifice tube place.
Orifice tube is outside to be twined flax silk and forms spindle-type.
Step 103: utilize an above long tube section jacking pipe canopy to outline line place, periphery, tunnel.Specifically comprise: with the predetermined position, hole of above long tube section jacking, and front and back long tube section adopts slotting embedding welding connecting mode to connect.
Step 104: the glass fiber anchor pole is embedded the steel pipe canopy.
Step 105: closed orifices, carry out mortar depositing construction.
Lift specific embodiment below in conjunction with Fig. 2～5 and describe technical scheme of the present invention in detail, concrete processing procedure is as follows:
Step 201: tunnel excavation stops excavation in the time of extremely need carrying out the pipe shed support scope, the sealing face applies wall for grouting.
Step 202: position, field calibration hole, after determining to creep into angle, perforate is installed orifice tube to 2.7m.
Step 203: orifice tube adopts the steel pipe processing of Ф 125mm, δ=5mm, and pipe range 3m, orifice tube outer wall twine the long flax silk of 50～80cm and become to install behind the spindle-type and require the degree of depth, and with cement based anchoring agent anchoring, install firmly not spillage to guarantee orifice tube.
Step 204: high pressure sealing gate valve is installed, after orifice tube is installed and finished for preventing the prominent mud of burst water burst in the boring procedure.
Step 205: hole to projected depth (boring length is no more than 30m).
Step 206: jacking pipe canopy, pipe canopy adopt the seamless steel pipe processing of Ф 108mm, δ=8mm, two kinds of merogenesis length 3m and 6m.First segment pierces 3m and 6m long tube section respectively at interval, all pierces the 6m pipeline section later on, guarantees that the ratio of same section spigot and non-joint is no more than 50%.The front and back tube coupling adopts inserts the embedding welding connecting mode, and the back is invaded tunnel clearance and partly do not descended pipe canopy pipe, and length is adjusted according to pipe canopy design angle.
Step 207: the steel pipe ceiling is proceeded to apart from the tunnel peripheral outline line 1～2m place, stop the steel pipe ceiling and advance, be lowered to
The glass fiber anchor pole embeds steel pipe canopy 2m with anchor pole.
Step 208: closed orifices, carry out mortar depositing construction.
Figure 3 shows that the pipe canopy sectional drawing of this circulation excavation section.Wherein, 1 is this circulation excavation section, and 2 for reserving section, and 3 for applying the glass fiber section, and 4 for applying steel pipe canopy section, and 5 is bow member, and 6 is wall for grouting, and 7 is the rig working platform, and 8 is the tunnel vault, and 9 are the tunnel arch end.
Fig. 4 is the perforate of pipe canopy, whole hole perspective view, and wherein, 10 is position of opening, and 11 is whole hole site.Position of opening is meant that demarcating Kong Weihou has determined the position that the drilling direction angle is crept into, and whole hole is meant the position of creeping into from tapping along method phase angle behind the set depth, is whole hole site along the position that the oblique 10m of creeping into of method phase angle 5 degree levels arrives behind the 10m so for example.As can be seen from Figure 4, pipe canopy number of aperture is 37 (G1～G37).
Fig. 5 is for inserting scarfweld joint schematic diagram, and wherein 12 is the steel pipe canopy, and 13 is the joint steel pipe, and the direction of arrow is represented to manage canopy and embedded direction along the joint steel pipe.
The pipe roof construction technology of the embodiment of the invention can effectively improve tunnel pipe roof construction speed, reduce the consumption of artificial mechanism material, increases the benefit.Compare this technology with conventional job practices and need not to expand and dig workplace, insert scarfweld and connect and accelerate pipe canopy joint speed, need not excision pipe canopy end, speed of application can double, and rolled steel dosage saves 35%.
Specific embodiment one
A left side, the positive hole of tunnel, line Xiangshan, newly built railway Longyan to Xiamen 1# inclined shaft line karst section DK24+121～DK24+151 grouting and reinforcing and pipe roof construction, under the big situation of Xiangshan Tunnel Karst hydraulic pressure height, the water yield, take expansion to dig workplace and have sizable security risk, if take traditional no workplace pipe roof construction, need cutting to invade the pipe canopy of limit, run counter to the theory of constructing tunnel " fast sealing ", therefore adopted " the quick pipe roof construction technology in tunnel " of the present invention.
Determine this section slip casting circulation single hole diffusion radius 2m according to characteristics and cocycle condition of construction that Xiangshan Tunnel Karst hydraulic pressure height, the water yield are big, reinforcing scope is the outer 8m of tunnel excavation outline line, the high-order hole section local stiffening scope in right side is outer 15 meters of excavation outline line, outside the tunnel excavation outline line, arrange six circle injected holes, outer 7.5 meters of the whole pitch-row outline line of cycle hole, 3.25 meters of the whole pitch-row outline lines in centre circle hole, the whole hole of inner ring hole is on the excavation outline line, and local 15 meters fixing collar two rounds in right side are respectively apart from 10 meters and 13 meters of excavation outline lines.
For the whole rock stratum of reinforcement and reduce the slip casting blind area, 16 meters section parts, and right side 9 meters section parts of local 15 meters fixing collars set up 2 perforations adding sections; Behind the whole hole of injected hole, put into
The glass fiber bolt anchorage stablize country rock.
56 in canopy is managed in this circulation design altogether, for guaranteeing a special-shaped high-order hole pipe shed support effect, the employing of pipe canopy
The bassoon canopy is divided into two parts and applies.
Referring to shown in Figure 6, first pipe canopy is 27, applies along positive hole direction, and perforate and whole hole are along launching in 140 ° of fan-shaped ranges of vault, and wherein perforate spacing is 40cm, and whole pitch of holes is 65cm.Whole hole site is apart from 2 meters of excavation outline lines.
Pipe canopy boring length is 28m, is lowered at front end behind the pore-forming
Seamless steel pipe, establish four rows on the steel pipe
Overflow and starch the hole, the slurry hole of overflowing becomes blossom type to lay pitch of holes 100cm.Because there is not pipe canopy workplace, in order to guarantee that managing canopy does not invade in the excavation outline line, wherein back 6m does not descend pipe canopy pipe (containing wall for grouting 3m), is lowered to
The glass fiber anchor pole after carry out the disposable slip casting in full hole.
Second portion pipe canopy is 29, treat high-order hole along center line be excavated to 10 meters dark after, pour into a mould one meter thick wall for grouting, apply along a high-order hole direction, perforate and whole hole are along launching in vault 140 scopes, and wherein perforate spacing is 35cm, the whole pitch of holes in right side is 50cm, and pitch of holes is 75cm in the left side.1 meter of whole pitch-row excavation outline line.
Pipe canopy boring length is respectively 12m and 15 meters, is lowered at front end behind the pore-forming
Seamless steel pipe, establish four rows on the steel pipe
Overflow and starch the hole, the slurry hole of overflowing becomes blossom type to lay pitch of holes 100cm.Because there is not pipe canopy workplace, in order to guarantee that managing canopy does not invade in the excavation outline line, wherein back 5m does not descend pipe canopy pipe (containing wall for grouting 1m), is lowered to
The glass fiber anchor pole after carry out the disposable slip casting in full hole.
By adopting " no workplace pipe roof construction technology " 56 pipe canopies of this circulation perforate slip casting in 10 days, to finish, and if adopt the traditional handicraft construction to need one month at least.
The method of the embodiment of the invention adopts no workplace mode to construct, and after pipe roof construction is ready to complete, measures unwrapping wire, demarcates position, hole and perforate, at tapping orifice tube and antipriming is installed; At the orifice tube place, hole to projected depth; Jacking pipe canopy is peripheral outline line place to the tunnel; The glass fiber anchor pole is embedded the steel pipe canopy; Closed orifices is carried out mortar depositing construction.Slotting scarfweld connects technology and glass fiber anchor pole technology, need not expansion and digs workplace, need not excision pipe canopy end, can effectively improve tunneltron canopy speed of application and reduce the wastage, and can be widely used in pipe roof construction in the bored tunnel hole.
Obviously, those skilled in the art can carry out various changes and modification to the present invention and not break away from the spirit and scope of the present invention.Like this, if of the present invention these are revised and modification belongs within the scope of claim of the present invention and equivalent technologies thereof, then the present invention also is intended to comprise these changes and modification interior.
Claims (5)
1. tunneltron canopy job practices is characterized in that this method may further comprise the steps:
After pipe roof construction is ready to complete, measure unwrapping wire, demarcate position, hole and perforate, orifice tube and antipriming are installed at tapping;
At the orifice tube place, hole to projected depth;
The steel pipe ceiling is proceeded to peripheral outline line place, tunnel;
The glass fiber anchor pole is embedded the steel pipe canopy;
Closed orifices is carried out mortar depositing construction.
2. the method for claim 1 is characterized in that, orifice tube is outside to be twined flax silk and form spindle-type.
3. method as claimed in claim 2 is characterized in that, when orifice tube is installed, with cement based anchoring agent anchoring.
4. the method for claim 1 is characterized in that, described antipriming is a high pressure sealing gate valve.
5. the method for claim 1 is characterized in that, the steel pipe ceiling is proceeded to peripheral outline line place, tunnel, comprising:
With the extremely predetermined position, hole of above long tube section merogenesis jacking, and front and back long tube section adopts slotting embedding welding connecting mode to connect.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011100279834A CN102128038B (en) | 2011-01-26 | 2011-01-26 | Quick construction method for tunnel pipe shed |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011100279834A CN102128038B (en) | 2011-01-26 | 2011-01-26 | Quick construction method for tunnel pipe shed |
Publications (2)
| Publication Number | Publication Date |
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| CN102128038A true CN102128038A (en) | 2011-07-20 |
| CN102128038B CN102128038B (en) | 2013-11-13 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2011100279834A Expired - Fee Related CN102128038B (en) | 2011-01-26 | 2011-01-26 | Quick construction method for tunnel pipe shed |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103233753A (en) * | 2013-05-08 | 2013-08-07 | 北京工业大学 | Pipe curtain shed frame method used for full-face excavation of construction of shallow-buried large-scale subsurface structure |
| CN104481550A (en) * | 2014-10-23 | 2015-04-01 | 中国二十冶集团有限公司 | Tunnel collapse treatment advance support method |
| CN107642360A (en) * | 2017-07-25 | 2018-01-30 | 彭峰 | Tunneling boring front pre-grouting construction method |
| CN107762534A (en) * | 2017-10-19 | 2018-03-06 | 中铁十八局集团有限公司 | A kind of complete opening once quick grouting construction method |
| CN109736823A (en) * | 2018-11-30 | 2019-05-10 | 中铁十六局集团第一工程有限公司 | A kind of more work surface construction methods of large cross-section tunnel super-front large pipe shed |
| CN110469332A (en) * | 2019-08-30 | 2019-11-19 | 中交第二公路工程局有限公司 | A kind of advance support consolidation method passing through Debris Flow Deposition body tunnel |
Citations (3)
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|---|---|---|---|---|
| CN101798931A (en) * | 2010-03-12 | 2010-08-11 | 中铁隧道集团有限公司 | Construction technology method of large-scale lead pipe roofs of tunnels and underground engineering without workshops |
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN101929340A (en) * | 2009-12-31 | 2010-12-29 | 平煤建工集团有限公司 | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process |
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2011
- 2011-01-26 CN CN2011100279834A patent/CN102128038B/en not_active Expired - Fee Related
Patent Citations (3)
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| CN101929340A (en) * | 2009-12-31 | 2010-12-29 | 平煤建工集团有限公司 | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process |
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN101798931A (en) * | 2010-03-12 | 2010-08-11 | 中铁隧道集团有限公司 | Construction technology method of large-scale lead pipe roofs of tunnels and underground engineering without workshops |
Non-Patent Citations (3)
| Title |
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| 《中国工程科学》 20091231 卓越等 齐岳山隧道F11高压富水断层带注浆施工技术 第82－86页 第11卷, 第12期 * |
| 《山西建筑》 20101130 ***等 超前地质钻探技术在齐岳山隧道中的运用 第36卷, 第32期 * |
| 《山西建筑》 20101130 ***等 超前地质钻探技术在齐岳山隧道中的运用 第36卷, 第32期 2 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103233753A (en) * | 2013-05-08 | 2013-08-07 | 北京工业大学 | Pipe curtain shed frame method used for full-face excavation of construction of shallow-buried large-scale subsurface structure |
| CN104481550A (en) * | 2014-10-23 | 2015-04-01 | 中国二十冶集团有限公司 | Tunnel collapse treatment advance support method |
| CN107642360A (en) * | 2017-07-25 | 2018-01-30 | 彭峰 | Tunneling boring front pre-grouting construction method |
| CN107762534A (en) * | 2017-10-19 | 2018-03-06 | 中铁十八局集团有限公司 | A kind of complete opening once quick grouting construction method |
| CN109736823A (en) * | 2018-11-30 | 2019-05-10 | 中铁十六局集团第一工程有限公司 | A kind of more work surface construction methods of large cross-section tunnel super-front large pipe shed |
| CN110469332A (en) * | 2019-08-30 | 2019-11-19 | 中交第二公路工程局有限公司 | A kind of advance support consolidation method passing through Debris Flow Deposition body tunnel |
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| CN102128038B (en) | 2013-11-13 |
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Granted publication date: 20131113 Termination date: 20190126 |