CN104153783B - A kind of rich in subsoil water and loose sand sand cobble diversion tunnel construction technology - Google Patents
A kind of rich in subsoil water and loose sand sand cobble diversion tunnel construction technology Download PDFInfo
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- CN104153783B CN104153783B CN201410410582.0A CN201410410582A CN104153783B CN 104153783 B CN104153783 B CN 104153783B CN 201410410582 A CN201410410582 A CN 201410410582A CN 104153783 B CN104153783 B CN 104153783B
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Abstract
The present invention relates to a kind of rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, described technique comprises the steps: to arrange guide arch xoncrete structure at hole external I-steel and circumferential reinforcement；Pipe roof construction is carried out by pipe shed drilling rig；The construction of ductule advance support is set up between Guan Peng；Using cavern's benching tunnelling method excavation diversion tunnel, its construction method takes upper and lower step, subregion excavation plan；Catch pit is dug out under the base plate of diversion tunnel；Two advanced ejectment water pipes are arranged bottom diversion tunnel；Carry out the layout of ejectment water pipe oblique by 5～10 degree of angles from the both sides abutment wall of diversion tunnel.Analyzed by advanced ejectment water technical research in advanced precipitation technology outside hole and hole, it is preferable that what in hole, multi-angle was advanced draws drainage effect, well controlling face scope water and the pressure of quicksand, the lateral pressure of both walls scope is without substantially extruding the phenomenon of supporting body of wall.
Description
Technical field
The present invention relates to Hydropower Project water diversion tunnel project, particularly rich in subsoil water, loose sand sand cobble,
Cohesive strength be zero hole dig engineering.
Background technology
Engineering is dug, at present in state of China water power work rich in the hole that subsoil water, loose sand sand cobble, cohesive strength are zero
Journey not yet having precedent, using advanced though having in traffic engineering for loess burning into sand stratum, broken broken rock
Steel tube shed (40m length) carries out the precedent constructed, but with rich in subsoil water, loose sand sand cobble, cohesive strength is
The engineering formation condition of zero is different." Xinjiang water conservancy " publishes the article in (the 4th phase in 2006) " North SinKiang sand gravel
The shallow view of tunnel construction technology " and " water conservancy construction with management .2010 the 1st phase " in publish the article " Xinjiang gravel
The excavation supporting technical scheme of stone tunnel ", specially sandy gravel location is carried out hole excavation construction and illustrate, but ground
Lower water level is below base surface, and silt content is low, and is zero rich in subsoil water, loose sand sand cobble, cohesive strength
Geological conditions have distinct difference.
For sand-pebble layer, in state-owned push bench process, shield construction, but for pipe jacking construction method,
China's diameter is many at below 3.0m, and maximum top tube diameter is 4.64m (internal diameter 4.0m) in the world, in Shanghai
Bai Long gulf municipal sewerage engineering uses, it is clear that for this tunnel 7.2*7.2m section by current pipe-jacking technology
And it is inapplicable.
Shield method is being also impossible to rich in the engineering that subsoil water, loose sand sand cobble, cohesive strength are zero because of economic problems
Use, the most current shield a size of 6.6m circular holes section construct, rich in subsoil water, loose sand sand cobble,
Cohesive strength be the engineering of zero be the city portal structures of a size of 6.6m after lining cutting.
In the excavation construction technology of existing sandy gravel hole main the most under anhydrous conditions, and there is the most cementing sandy gravel
In Ceng；Within additionally the footpath, hole of pipe-jacking technology is all limited in 5m (the most maximum 4.64m, internal diameter 4.0m).
Therefore, this area will be become rich in the diversion tunnel construction method that subsoil water, loose sand sand cobble, cohesive strength are zero
Technical staff needs to be solved the technical problem that.
Summary of the invention
It is an object of the invention to, solve rich in subsoil water, infiltration coefficient compared with big, silt content big and thin with powder
Sand be main, sand pebble layer be the cavern excavation technology under zero geological conditions without cohesive strength i.e. cohesive strength, it is ensured that hole
Top, top has the safety of resident and house stable, smoothly completes this Construction of Engineering Projects technique simultaneously.
In order to realize foregoing invention purpose, what the present invention used technical scheme is: provide a kind of rich in underground
Water and loose sand sand cobble diversion tunnel construction technology, it is characterised in that described construction technology comprises the steps:
Step 1；The thick guide arch concrete of 1.5m width, 50cm is arranged at hole external I-steel and circumferential reinforcement
Structure；
Step 2；Pipe roof construction is carried out by circumferential distance 40cm by pipe shed drilling rig；
Step 3；In the in-cavity construction section of pipe canopy, between pipe canopy, set up ductule advance support；
Step 4: using cavern's benching tunnelling method excavation diversion tunnel, its construction method takes upper and lower step, subregion to open
Excavation case；
Step 5: excavation step of topping bar includes: Shed-pipe Advanced Support construction, the ductule advance support of crown, on
Excavate on the left of step, vertical steel arch-shelf is propped up in left side, left side hangs bar-mat reinforcement, left side pneumatically placed concrete, reserved osculum；
Right side excavation, right side prop up vertical steel arch-shelf, right side hangs bar-mat reinforcement, right side gunite concrete, reserved osculum,
At the left side excavation topped bar and remaining core soil in advance between the excavation of right side of topping bar；
Step 6: excavation step of getting out of a predicament or an embarrassing situation includes: the construction of both sides fender post, left side wall excavation, left side wall Zhi Li
Steel arch-shelf, left side wall hanging bar-mat reinforcement, left side wall gunite concrete, reserved osculum；Right side wall excavation, the right side
Sidewall props up vertical steel arch-shelf, right side wall hanging bar-mat reinforcement, right side wall gunite concrete reserve osculum；
Step 7: dig out long 3m, deep 1m, the catch pit of wide 1m under the base plate of diversion tunnel；
Step 8: arrange two 80mm advanced ejectment water pipes bottom diversion tunnel, with 15～30 degree of angles from diversion
The base plate in hole is arranged to crown direction, pipe range 20m；Oblique by 5～10 degree of angle lappings from the both sides abutment wall of diversion tunnel
Two ejectment water pipes of outer layout, a diameter of 50mm of two described ejectment water pipes, a length of 10～15m,
Away from for 1.5m.
Wherein preferably technical scheme is, described pipe canopy length 20m, and pipe canopy uses external diameter Φ 108mm, wall
The hot rolled seamless steel tube processing of thick 6mm, often joint long 4～6m, use threaded, the outer limb 1～3 of pipe canopy
Degree, is laid with 4 row's Φ 10mm symmetry extravasating hole along tube wall, in the range of drain aperture 10cm with kraft paper or
150g/m2Geotextiles parcel, prevent aperture from blocking, osculum is quincunx.
Preferably technical scheme also has, and described ductule advance support construction procedure is arranged on every batch of pipe canopy and connects
5m in the range of.
Preferably technical scheme also has, described ductule caliber Φ 48mm, wall thickness 3.5mm, circumferential distance
30cm, length 3m, described ductule is arranged in steel arch-shelf, mutually overlaps 1m.
Preferably technical scheme also has, and it is equal that described ejectment water pipe all makes floral tube, duct section and drain aperture
Geotextiles is utilized to wrap up.
Preferably technical scheme also has, and described every pipe canopy end one saves does not lays osculum, and front end is processed into
Vertebra shape is most advanced and sophisticated and closes, and pipe canopy is processed into existing TSS form.
Preferably technical scheme also has, lap of splice 3m between described two seat pipe canopies.
Preferably technical scheme also has, in described tube shed grouting reinforcing scope is upper section excavation construction contour line,
Outer each 1.6m, grout spreading range 2m, add up to 30 holes, described hole to also serve as effect inspection hole.
Preferably technical scheme also has, and described injecting paste material uses ordinary cement-ripples dual slurry.
Compared with prior art, the invention has the beneficial effects as follows: described draw rich in subsoil water and loose sand sand cobble
Water hole construction technology through 30m, 25m, 20m long pipe shed construction test and practice, uses 20m length, straight
The pipe canopy of footpath 108mm, slip casting effect is good, the frame quality height of hole week periphery formation.
Detailed description of the invention
The present invention is a kind of rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, comprises the steps:
Step 1；The thick guide arch concrete of 1.5m width, 50cm is arranged at hole external I-steel and circumferential reinforcement
Structure；
Step 2；Pipe roof construction is carried out by circumferential distance 40cm by pipe shed drilling rig；
Step 3；In in-cavity construction section, between pipe canopy, set up ductule advance support；
Step 4: use cavern's benching tunnelling method excavation diversion tunnel, according to upper and lower step, the construction party of subregion excavation
Case；
Step 5: excavation step of topping bar includes: Shed-pipe Advanced Support construction, the ductule advance support of crown, on
Excavate on the left of step, vertical steel arch-shelf is propped up in left side, left side hangs bar-mat reinforcement, left side pneumatically placed concrete, reserved osculum；
Right side excavation, right side prop up vertical steel arch-shelf, right side hangs bar-mat reinforcement, right side gunite concrete, reserved osculum,
At left side excavation and the remaining core soil in advance between the excavation of right side of topping bar of topping bar；
Step 6: excavation step of getting out of a predicament or an embarrassing situation includes: the construction of both sides fender post, left side wall excavation, left side wall Zhi Li
Steel arch-shelf, left side wall hanging bar-mat reinforcement, left side wall gunite concrete, reserved osculum；Right side wall excavation, the right side
Sidewall props up vertical steel arch-shelf, right side wall hanging bar-mat reinforcement, right side wall gunite concrete reserve osculum；
Step 7: dig out long 3m, deep 1m, the catch pit of wide 1m under the base plate of diversion tunnel；
Step 8: arrange two 80mm advanced ejectment water pipes bottom diversion tunnel, from the both sides abutment wall of diversion tunnel
Two ejectment water pipes are outwards arranged by 5～10 degree of overturning angles, a diameter of 50mm of two described ejectment water pipes,
A length of 10～15m, spacing is 1.5m.
The preferred embodiment of the invention is, described pipe canopy length 20m, and pipe canopy uses external diameter Φ 108mm,
Wall thickness 6mm hot rolled seamless steel tube is processed, and often joint long 4～6m, use threaded, the outer limb 1～3 of pipe canopy
Degree, is laid with 4 row's Φ 10mm symmetry extravasating hole along tube wall, in the range of drain aperture 10cm with kraft paper or
150g/m2Geotextiles parcel, prevent drain aperture from blocking, osculum is quincunx.
The preferred embodiment of the invention also has, and described ductule advance support construction procedure is arranged on every batch of pipe
In the range of the 5m that canopy connects.
The preferred embodiment of the invention also has, described ductule caliber Φ 48mm, wall thickness 3.5mm, hoop
Spacing 30cm, length 3m, conduit is arranged in steel arch-shelf, mutually overlaps 1m.
Preferred embodiment also has in the present invention, and floral tube all made by described ejectment water pipe, duct section and
Drain aperture all utilizes geotextiles to wrap up.
Preferred embodiment also has in the present invention, and described every pipe canopy end one saves does not lays osculum,
Front end is processed into vertebra shape tip and closes, and pipe canopy is processed into existing TSS form.
Preferred embodiment also has in the present invention, lap of splice 3m between described two seat pipe canopies.
Preferred embodiment also has in the present invention, and described tube shed grouting reinforcing scope is that upper section excavation is executed
Each 1.6m inside and outside work contour line, grout spreading range 2m, add up to 30 holes, described hole to also serve as effect inspection hole.
Preferred embodiment also has in the present invention, and described injecting paste material uses ordinary cement-ripples dual slurry.
The invention is not restricted to above-mentioned embodiment, what those skilled in the art were made appoints above-mentioned embodiment
What the most conspicuously improved or change, all without beyond the design of the present invention and the protection model of claims
Enclose.
Claims (9)
1. one kind rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, it is characterised in that described construction
Technique comprises the steps:
Step 1: arrange the thick guide arch concrete of 1.5m width, 50cm at hole external I-steel and circumferential reinforcement
Structure；
Step 2: carry out pipe roof construction by circumferential distance 40cm by pipe shed drilling rig；
Step 3: in in-cavity construction section, sets up ductule advance support between pipe canopy；
Step 4: using cavern's benching tunnelling method excavation diversion tunnel, its construction method takes upper and lower step, subregion to open
Excavation case；
Step 5: excavation step of topping bar includes: Shed-pipe Advanced Support construction, the ductule advance support of crown, on
Excavate on the left of step, vertical steel arch-shelf is propped up in left side, left side hangs bar-mat reinforcement, left side pneumatically placed concrete, reserved osculum；
Right side excavation, right side prop up vertical steel arch-shelf, right side hangs bar-mat reinforcement, right side gunite concrete, reserved osculum,
At left side excavation and the remaining core soil in advance between the excavation of right side of topping bar of topping bar；
Step 6: excavation step of getting out of a predicament or an embarrassing situation includes: the construction of both sides fender post, left side wall excavation, left side wall Zhi Li
Steel arch-shelf, left side wall hanging bar-mat reinforcement, left side wall gunite concrete, reserved osculum；Right side wall excavation, the right side
Sidewall props up vertical steel arch-shelf, right side wall hanging bar-mat reinforcement, right side wall gunite concrete reserve osculum；
Step 7: dig out long 3m, deep 1m, the catch pit of wide 1m under the base plate of diversion tunnel；
Step 8: arrange two 80mm advanced ejectment water pipes bottom diversion tunnel, from the both sides abutment wall of diversion tunnel
Two ejectment water pipes are outwards arranged by 5～10 degree of overturning angles, a diameter of 50mm of two described ejectment water pipes,
A length of 10～15m, spacing is 1.5m.
2. as claimed in claim 1 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
Being, in described step 2, described pipe canopy length 20m, pipe canopy uses external diameter Φ 108mm, wall thickness 6mm
Hot rolled seamless steel tube is processed, and often joint long 4～6m, use threaded, and the outer limb 1 of pipe canopy～3 degree, along pipe
Wall cloth is provided with 4 row's Φ 10mm symmetry extravasating hole, with kraft paper or 150g/m in the range of drain aperture 10cm2
Geotextiles parcel, osculum is quincunx.
3. as claimed in claim 1 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
It is, in described step 5, in the range of described ductule advance support is arranged on the 5m that every seat pipe canopy connects.
4. as claimed in claim 3 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
Being, in described step 5, described ductule caliber is Φ 48mm, wall thickness is 3.5mm, circumferential distance is
30cm, a length of 3m, ductule is arranged in steel arch-shelf internal phase and overlaps 1m mutually.
5. as claimed in claim 1 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
Being, described ejectment water pipe is all made floral tube, duct section and drain aperture and is all utilized geotextiles to wrap up.
6. as claimed in claim 1 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
Being, in described step 5, every described pipe canopy end one saves and does not lays osculum, and vertebra shape is processed in front end
Tip is also closed, and canopy is processed into TSS form.
7. as claimed in claim 1 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
Being, in described step 2, between two described pipe canopies, the lap of splice is 3m.
8. as claimed in claim 1 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
It is, in described step 5, in the grouting and reinforcing scope of described pipe canopy is upper section excavation construction contour line,
Outer each 1.6m, grout spreading range 2m, arrange 30 holes, and described hole also serves as effect inspection hole.
9. as claimed in claim 8 rich in subsoil water and loose sand sand cobble diversion tunnel construction technology, its feature
Being, the material of described slip casting uses ordinary cement-water glass dual slurry.
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| CN201410410582.0A CN104153783B (en) | 2014-04-11 | 2014-08-19 | A kind of rich in subsoil water and loose sand sand cobble diversion tunnel construction technology |
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| CN201410147042 | 2014-04-11 | ||
| CN201410410582.0A CN104153783B (en) | 2014-04-11 | 2014-08-19 | A kind of rich in subsoil water and loose sand sand cobble diversion tunnel construction technology |
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| CN104405399B (en) * | 2014-09-18 | 2017-05-31 | 中铁建大桥工程局集团第二工程有限公司 | One kind passes through drift sand stratum tunnel excavation support body engineering method |
| CN109026051B (en) * | 2018-08-27 | 2023-06-23 | 河南省水利第一工程局 | Sand pebble pipe jacking machine and pipe jacking construction method |
| CN110344855A (en) * | 2019-06-27 | 2019-10-18 | 中国电建集团西北勘测设计研究院有限公司 | The supporting construction of diversion tunnel under a kind of large ground pressure |
| CN112610239A (en) * | 2020-12-18 | 2021-04-06 | 浙江世润建创科技发展有限公司 | Complex stratum tunnel supporting system and construction method |
| CN113236855A (en) * | 2021-04-20 | 2021-08-10 | 武汉一冶建筑安装工程有限责任公司 | Method for taking out pipe jacking machine head when jacking cannot be carried out |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102182465A (en) * | 2011-04-01 | 2011-09-14 | 长安大学 | Tunnel-entering construction method for tunnel |
| CN103032097A (en) * | 2012-12-26 | 2013-04-10 | 湖南省交通规划勘察设计院 | Tunnel drainage structure applicable to water-rich strata under unsymmetrical pressure and construction method thereof |
| CN103470267A (en) * | 2013-09-28 | 2013-12-25 | 中铁二十局集团第二工程有限公司 | Long tunnel fast construction process |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4132442B2 (en) * | 1999-07-19 | 2008-08-13 | 株式会社間組 | Tunnel construction method |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102182465A (en) * | 2011-04-01 | 2011-09-14 | 长安大学 | Tunnel-entering construction method for tunnel |
| CN103032097A (en) * | 2012-12-26 | 2013-04-10 | 湖南省交通规划勘察设计院 | Tunnel drainage structure applicable to water-rich strata under unsymmetrical pressure and construction method thereof |
| CN103470267A (en) * | 2013-09-28 | 2013-12-25 | 中铁二十局集团第二工程有限公司 | Long tunnel fast construction process |
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