CN102678126A - Method for excavating mountain tunnels in weak surrounding rock-fractured zones or shallow covered slope sections - Google Patents
Method for excavating mountain tunnels in weak surrounding rock-fractured zones or shallow covered slope sections Download PDFInfo
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- CN102678126A CN102678126A CN201210151408XA CN201210151408A CN102678126A CN 102678126 A CN102678126 A CN 102678126A CN 201210151408X A CN201210151408X A CN 201210151408XA CN 201210151408 A CN201210151408 A CN 201210151408A CN 102678126 A CN102678126 A CN 102678126A
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Abstract
The invention discloses a method for excavating mountain tunnels in weak surrounding rock-fractured zones or shallow covered slope sections, which includes the following steps: (1) cover arch and forepoling; (2) tunnel cutting, including the following steps: (a) the annular part of the upper cross section of the portal of the buried tunnel is first cut, a core soil part is formed on the upper cross section, and an arch is formed; (b) combined bolting and shotcrete is carried out on the arch; (c) the core soil part is cut; (d) the lower cross section of the portal of the buried tunnel is cut; (e) first shotcrete and combined bolting and shotcrete are carried out on the left and the right sidewalls; (f) an inverted arch is lined and backfilled; (g) secondary lining is carried out; (3) step 2 is repeated until the leading pipe shed construction of the next tunnel section is carried out; (4) step 3 is repeated until the tunnel runs through the weak surrounding rock-fractured zone of a mountain. The construction space is large, multi-working face parallel operation can be carried out, and the working efficiency is high; and since the core soil is reserved on the upper cross section and the left and the right cross sections on the lower cross section are staggerly cut forward, the cut working face can be kept stable.
Description
Technical field
The present invention relates to the mountain tunnel technical field of construction, the excavation method in particularly a kind of mountain tunnel weak surrounding rock zone of fracture and shallow embedding bias voltage location.
Background technology
In recent years, the construction of tunnel construction day by day increases, and its excavation method more and more receives people's attention.In mountain tunnel weak surrounding rock zone of fracture and shallow embedding bias voltage location work progress, adopt side heading method to carry out excavation construction more.Side heading method excavation face is little, and is little to the country rock disturbance, tunnel open-assembly time weak point, construction safety.But this method working space is narrow and small, and speed of application is slower, and cost is higher.
Summary of the invention
The present invention provides the excavation method in a kind of mountain tunnel weak surrounding rock zone of fracture and shallow embedding bias voltage location for solving the technical problem that exists in the known technology, and this method construction space is big, is convenient to rapid construction, and efficient is high, and cost is low.
The technical scheme that the present invention takes for the technical problem that exists in the solution known technology is: the excavation method in a kind of mountain tunnel weak surrounding rock zone of fracture and shallow embedding bias voltage location may further comprise the steps:
One) cover arch and advance support may further comprise the steps:
1) slope excavation moulding is faced upward on limit, the mountain ridge, hole: after the position of tunnel portal was confirmed, open cut operations for forming platform manifested hole, dark hole, tunnel;
2) cover arch construction: when open cut tunnel mouth earthwork evacuation to position, boundary, light and shade hole, suspend earthwork evacuation, emit the dark openings position in tunnel, and on job platform, perform the cover arch by measurement and positioning;
3) construction advance pipe canopy;
Two) barrel excavation may further comprise the steps:
1) section annular section on the dark hole of tunneling in advance forms core soil part, and forms the arch on the section on this, just spray the arch with levelling sealing country rock scar, slags tap then;
2) combined bolting and shotcrete is carried out in the arch;
3) excavation core soil part keeps the section of core soil part to lag behind annular section all the time, and leads over down section;
4) section under the dark hole of tunneling, formation left and right sides abutment wall, section lags behind the section of core soil part all the time under in the digging process of this time section, keeping, and the construction of staggering before and after the section of the following section employing left and right sides;
5) left and right sides abutment wall is carried out just slagging tap after the spray, combined bolting and shotcrete is carried out to left and right sides abutment wall in the back of slagging tap;
6) to carrying out spray just at the bottom of the hole, just carry out the lining cutting and the backfill of inverted arch after the spray;
7) left and right sides abutment wall and arch are carried out secondary lining;
Three) repeating step two), when the face of annular section is a preseting length apart from the front end face of advance pipe canopy 9, carry out the leading pipe roof construction of next hole section again;
Four) repeating step three), pass the weak surrounding rock zone of fracture on the mountain ridge until barrel.
In said step 2) in adopt drilling and blasting method to excavate, the drilling depth of each explosion is controlled at 0.5～0.7m.
In said step 1) 2) in, in cover arch, establish the guide pipe of pipe boron steel pipe, guide pipe is fixed on the main muscle of cover arch.
Advantage and good effect that the present invention has are:
1) construction speed is fast: because the construction section is big, but the construction multiple spot carry out simultaneously, do not receive spatial constraints, construction speed is accelerated; And the construction section is big, helps heavy mechanical equipment and slags tap, gets rid of the danger and preliminary bracing.
2) construction costs is low: need not to carry out temporary lining, save material, and degree of progress speed, construction cost reduces.
3) working security is good: the top excavation carries out under the protection of advance support, and core soil and bottom excavation carry out under the protection of arch preliminary bracing, adopt short drilling depth simultaneously; Strong supporting; And the utilization of equipment makes the excavation degree of progress speed, country rock open-assembly time weak point, and loose deformation energy is controlled; Reserve core soil and can stablize face, prevent to cave in.
4) difficulty of construction is little: operation is simple, and each position excavation and preliminary bracing are easier to control, no temporary lining.
In sum, construction space of the present invention is big, can the parallel operations of many scope of operations, and work efficiency is higher; When geological conditions changes, be convenient to flexibly, in time change other job practices; Reserve core soil on the epimere face, keep section front and back dislocation excavation in the left and right sides on the following section, it is stable to help excavated surface; When surrouding rock deformation is big, guaranteeing safety and satisfying under the prerequisite of headroom section, can adjust closing time as early as possible.
Description of drawings
Fig. 1 is a construction flow chart of the present invention;
Fig. 2 is a constructing structure sketch map of the present invention;
Fig. 3 is the cross-sectional drawing of Fig. 2;
Fig. 4 is the skiagraph of Fig. 2.
Among the figure: 1, annular section, 2, the arch, 3, core soil part, 4, section down, 5, abutment wall, 6, inverted arch, 7, secondary lining, 8, guide pipe, 9, Guan Peng.
The specific embodiment
For further understanding summary of the invention of the present invention, characteristics and effect, the following examples of giving an example now, and conjunction with figs. specifies as follows:
See also Fig. 1～Fig. 4, the excavation method in a kind of mountain tunnel weak surrounding rock zone of fracture and shallow embedding bias voltage location may further comprise the steps:
One) cover arch and advance support may further comprise the steps:
1) slope excavation moulding is faced upward on limit, the mountain ridge, hole: after the position of tunnel portal was confirmed, open cut operations for forming platform manifested hole, dark hole, tunnel;
2) cover arch construction:
When open cut tunnel mouth earthwork evacuation to position, boundary, light and shade hole, suspend earthwork evacuation, emit the dark openings position in tunnel by measurement and positioning, and on job platform, perform the cover arch.In the cover arch, establish the guide pipe 8 of pipe boron steel pipe, guide pipe 8 is fixed on the main muscle of cover arch.
3) construction of advance pipe canopy 9: in the present embodiment, the tunnel is imported and exported and to be the completely decomposed layer, and belongs to shallow embedding bias voltage landform, the hole section pay in advance protect very important.In the present embodiment, adopt external diameter 108mm, wall thickness 6mm hot rolled seamless steel tube, the steel pipe front end is coniform; The mud jacking hole of boring 8mm around the tube wall, afterbody 1.5m does not establish the mud jacking hole, and steel pipe is squeezed into country rock with 1 ° of camber angle through guide pipe; Circumferential distance 40cm, totally 36, the welding junction on the adjacent steel pipe staggers; The radial error of all steel pipes is not more than 20cm, and injecting paste material is a cement mortar.Injecting paste material should use the water glass slurry when country rock is moisture.During slip casting, pneumatic mortar machine pressure is controlled to be 0.5-1MPa, and adopts quantitative filling method control grouting amount,, can not finish slip casting when having the orifice of leakage when grouting amount reaches the 75%-85% of design load.
Two) barrel excavation may further comprise the steps:
1) section annular section 1 on the dark hole of tunneling in advance forms core soil part 3, and forms arch 2 on the section on this, just spray arch 2 with levelling sealing country rock scar, slags tap then;
2) combined bolting and shotcrete is carried out in arch 2;
3) excavation core soil part 3 keeps the section of core soil part 3 to lag behind annular section 1 one setpoint distances all the time, and leads over down section, on the bottom surface of last section part, forms step surface.In the present embodiment, this setpoint distance is 10m;
4) section 4 under the dark hole of tunneling forms left and right sides abutment wall 5, and section 5 lags behind the section of core soil part 3 all the time under in the digging process of this time section 5, keeping, and the construction of staggering before and after the following section 5 employing left and right sides sections;
5) left and right sides abutment wall 5 is carried out just slagging tap after the spray, combined bolting and shotcrete is carried out to left and right sides abutment wall 5 in the back of slagging tap;
6) to carrying out spray just at the bottom of the hole, just carry out the lining cutting and the backfill of inverted arch 6 after the spray;
7) left and right sides abutment wall 5 and arch 2 are carried out secondary lining;
Three) repeating step two), when the face of annular section 1 is a preseting length apart from the front end face of advance pipe canopy 9, carry out the leading pipe roof construction of next hole section again, the same step 1 of method) in 3); In the present embodiment, this preseting length is 2m;
Four) repeating step three), pass the weak surrounding rock zone of fracture on the mountain ridge until barrel.
Above-mentioned barrel excavation uses the pusher leg drill jewel hole in strict accordance with " New Austrian Tunneling Method " principle organizing construction, and manual charging and connection are detonated; The network implementation smooth blasting; Must follow short drilling depth in the blasting process, the principle of weak explosion, the drilling depth of each explosion is controlled at 0.5～0.7m.Loader dress slag, large-scale dump truck transportation is appeared.Excavation adopts drilling and blasting method to carry out, and the dress quarrel all adopts machineries to carry out because the construction section is big, but the construction multiple spot carry out simultaneously, do not receive spatial constraints, construction speed is accelerated.
Although combine accompanying drawing that the preferred embodiments of the present invention are described above; But the present invention 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 enlightenment of the present invention; Not breaking away under the scope situation that aim of the present invention and claim protect, can also make a lot of forms, these all belong within protection scope of the present invention.
Claims (3)
1. the excavation method in mountain tunnel weak surrounding rock zone of fracture and shallow embedding bias voltage location is characterized in that, may further comprise the steps:
One) cover arch and advance support may further comprise the steps:
1) slope excavation moulding is faced upward on limit, the mountain ridge, hole: after the position of tunnel portal was confirmed, open cut operations for forming platform manifested hole, dark hole, tunnel;
2) cover arch construction: when open cut tunnel mouth earthwork evacuation to position, boundary, light and shade hole, suspend earthwork evacuation, emit the dark openings position in tunnel, and on job platform, perform the cover arch by measurement and positioning;
3) construction advance pipe canopy;
Two) barrel excavation may further comprise the steps:
1) section annular section on the dark hole of tunneling in advance forms core soil part, and forms the arch on the section on this, just spray the arch with levelling sealing country rock scar, slags tap then;
2) combined bolting and shotcrete is carried out in the arch;
3) excavation core soil part keeps the section of core soil part to lag behind annular section all the time, and leads over down section;
4) section under the dark hole of tunneling, formation left and right sides abutment wall, section lags behind the section of core soil part all the time under in the digging process of this time section, keeping, and the construction of staggering before and after the section of the following section employing left and right sides;
5) left and right sides abutment wall is carried out just slagging tap after the spray, combined bolting and shotcrete is carried out to left and right sides abutment wall in the back of slagging tap;
6) to carrying out spray just at the bottom of the hole, just carry out the lining cutting and the backfill of inverted arch after the spray;
7) left and right sides abutment wall and arch are carried out secondary lining;
Three) repeating step two), when the face of annular section is a preseting length apart from the front end face of advance pipe canopy 9, carry out the leading pipe roof construction of next hole section again;
Four) repeating step three), pass the weak surrounding rock zone of fracture on the mountain ridge until barrel.
2. the excavation method in mountain tunnel weak surrounding rock zone of fracture according to claim 1 and shallow embedding bias voltage location is characterized in that, in said step 2) in adopt drilling and blasting method to excavate, the drilling depth of each explosion is controlled at 0.5～0.7m.
3. the excavation method in mountain tunnel weak surrounding rock zone of fracture according to claim 1 and shallow embedding bias voltage location is characterized in that, in said step 1) 2) in, in cover arch, establish the guide pipe of pipe boron steel pipe, guide pipe is fixed on the main muscle of cover arch.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103206219A (en) * | 2013-05-06 | 2013-07-17 | 浙江省宏途交通建设有限公司 | Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method |
| CN103244133A (en) * | 2013-05-17 | 2013-08-14 | 贵州省公路工程集团有限公司 | Coal measure strata tunnel milling digging and blasting combined construction method |
| CN103362523A (en) * | 2013-07-22 | 2013-10-23 | 重庆千牛建设工程有限公司 | Suspended formwork lining method for cover arch outside tunnel portal with weak surrounding rocks |
| CN103603371A (en) * | 2013-11-19 | 2014-02-26 | 厦门水务集团有限公司 | Submarine pipe jacking engineering pre-wrecking backfill jacking construction method |
| CN104500079A (en) * | 2014-11-26 | 2015-04-08 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure |
| CN104612719A (en) * | 2014-12-15 | 2015-05-13 | 中铁二十局集团有限公司 | Collapse prevention processing method for soft rock tunnel portal |
| CN104818991A (en) * | 2015-03-30 | 2015-08-05 | 中铁二十四局集团福建铁路建设有限公司 | Construction method of residual slope wash tunnel with shallow cover and unsymmetrical pressure |
| CN106499413A (en) * | 2016-11-19 | 2017-03-15 | 中铁十二局集团有限公司 | A kind of Shallow-buried section tunnel stratum consolidation construction method |
| CN108005660A (en) * | 2017-11-16 | 2018-05-08 | 党文华 | A kind of Optimization of Expressway Tunnel Construction method |
| CN110230496A (en) * | 2019-06-14 | 2019-09-13 | 中国铁建大桥工程局集团有限公司 | A kind of three step of big cross section soft stratum tunnel, four step is interlocked construction method |
| CN110685714A (en) * | 2019-08-30 | 2020-01-14 | 中铁十四局集团第四工程有限公司 | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103206219A (en) * | 2013-05-06 | 2013-07-17 | 浙江省宏途交通建设有限公司 | Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method |
| CN103244133B (en) * | 2013-05-17 | 2016-01-20 | 贵州省公路工程集团有限公司 | The milling of coal measure strata tunnel is dug and is combined construction with explosion |
| CN103244133A (en) * | 2013-05-17 | 2013-08-14 | 贵州省公路工程集团有限公司 | Coal measure strata tunnel milling digging and blasting combined construction method |
| CN103362523A (en) * | 2013-07-22 | 2013-10-23 | 重庆千牛建设工程有限公司 | Suspended formwork lining method for cover arch outside tunnel portal with weak surrounding rocks |
| CN103603371A (en) * | 2013-11-19 | 2014-02-26 | 厦门水务集团有限公司 | Submarine pipe jacking engineering pre-wrecking backfill jacking construction method |
| CN103603371B (en) * | 2013-11-19 | 2015-12-02 | 厦门水务集团有限公司 | Environments such as subsea pipe-jacking project is removed obstacles backfill jacking construction method in advance |
| CN104500079A (en) * | 2014-11-26 | 2015-04-08 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure |
| CN104612719A (en) * | 2014-12-15 | 2015-05-13 | 中铁二十局集团有限公司 | Collapse prevention processing method for soft rock tunnel portal |
| CN104818991A (en) * | 2015-03-30 | 2015-08-05 | 中铁二十四局集团福建铁路建设有限公司 | Construction method of residual slope wash tunnel with shallow cover and unsymmetrical pressure |
| CN106499413A (en) * | 2016-11-19 | 2017-03-15 | 中铁十二局集团有限公司 | A kind of Shallow-buried section tunnel stratum consolidation construction method |
| CN108005660A (en) * | 2017-11-16 | 2018-05-08 | 党文华 | A kind of Optimization of Expressway Tunnel Construction method |
| CN110230496A (en) * | 2019-06-14 | 2019-09-13 | 中国铁建大桥工程局集团有限公司 | A kind of three step of big cross section soft stratum tunnel, four step is interlocked construction method |
| CN110685714A (en) * | 2019-08-30 | 2020-01-14 | 中铁十四局集团第四工程有限公司 | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology |
| CN110685714B (en) * | 2019-08-30 | 2021-05-14 | 中铁十四局集团第四工程有限公司 | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology |
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Application publication date: 20120919 |