CN114562275A - Secondary expanding and excavating method for loose body stratum lining tunnel - Google Patents
Secondary expanding and excavating method for loose body stratum lining tunnel Download PDFInfo
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- CN114562275A CN114562275A CN202210185277.0A CN202210185277A CN114562275A CN 114562275 A CN114562275 A CN 114562275A CN 202210185277 A CN202210185277 A CN 202210185277A CN 114562275 A CN114562275 A CN 114562275A
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- 238000000034 method Methods 0.000 title claims abstract description 18
- 239000011435 rock Substances 0.000 claims abstract description 30
- 238000010276 construction Methods 0.000 claims abstract description 25
- 238000005553 drilling Methods 0.000 claims abstract description 16
- 230000002787 reinforcement Effects 0.000 claims abstract description 8
- 238000009826 distribution Methods 0.000 claims abstract description 5
- 238000007596 consolidation process Methods 0.000 claims description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 238000009412 basement excavation Methods 0.000 claims description 18
- 239000004567 concrete Substances 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 4
- 238000005422 blasting Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000010586 diagram Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 description 4
- 239000002893 slag Substances 0.000 description 3
- 238000005056 compaction Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000004115 Sodium Silicate Substances 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000005286 illumination Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 230000009545 invasion Effects 0.000 description 1
- 230000033001 locomotion Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 229910052911 sodium silicate Inorganic materials 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a secondary enlarging and excavating method for a loose body stratum lining tunnel, which comprises the following steps: s1: detecting surrounding rocks in front of a tunnel to be expanded and excavated by adopting a high-speed geological radar; s2: the data collected on site are sorted and analyzed, the distribution condition of the loose range of the tunnel surrounding rock in the axial direction of the tunnel is determined, and a mark for reinforcement treatment is made on the section needing reinforcement; s3: the pilot holes of the parts needing to be processed are further explored by adopting a disc drill and a hand pneumatic drill, the drilling depth is deeply expanded and excavated, then rock mass is reserved for more than 3.0m, and the circumferential distance and the row distance of the pilot hole drilling holes are controlled according to 4.0 m; the secondary expanding and excavating method for the loose body stratum lining tunnel has the advantages that the supporting strength is high, the safety coefficient in the cavern is greatly improved, the construction cycle operation time can be shortened, the engineering construction speed is accelerated, and the method is suitable for popularization and application.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a secondary enlarging and excavating method for a loose body stratum lining tunnel.
Background
The tunnel expands to dig is with original tunnel further construction to reach and consolidate and strut, optimize the tunnel and prevent drainage system, beautify the tunnel outward appearance, conveniently set up the effect of facilities such as communication, illumination, monitoring at the tunnel, with the operation requirement that adapts to modernized tunnel construction.
The traditional construction method for secondary tunnel expanding excavation generally causes the stress relaxation circle of the top arch to expand and loosen, and the circle of the surrounding rock of the chamber falls off when the cross section of the chamber is expanded and excavated, so that the collapsed arch of the chamber is further enlarged, the expanded and excavated primary support steel support is extruded by collapsed slag on the top of the chamber to sink and occupy a designed cross section of a secondary liner, the safety factor in the tunnel is reduced, and the whole construction progress is directly influenced.
Disclosure of Invention
The invention aims to solve the problems and provide a secondary enlarging and digging method for a loose body stratum lining tunnel, which has high supporting strength, greatly improves the safety coefficient in a cavern, can shorten the construction cycle operation time and quickens the engineering construction speed.
In order to achieve the purpose, the technical scheme of the invention is as follows: a secondary enlarging and digging method for a loose body stratum lining tunnel comprises the following steps:
s1: detecting surrounding rocks in front of a tunnel to be expanded and excavated by adopting a high-speed geological radar;
s2: the data collected on site are sorted and analyzed, the distribution condition of the loose range of the tunnel surrounding rock in the axial direction of the tunnel is determined, and a mark for reinforcement treatment is made on the section needing reinforcement;
s3: adopting a disc drill and a hand pneumatic drill to further explore the pilot holes at the parts to be processed, wherein the drilling depth is deeply expanded and excavated, then the rock mass is reserved for more than 3.0m, and the circumferential spacing and the row spacing of the pilot hole drilling holes are controlled according to 4.0 m;
s4: drawing a consolidation grouting hole position arrangement diagram of the loose stratum of the tunnel according to the drilling condition of the pilot hole, and controlling the depth of consolidation grouting to be not less than 3.0m deeply into the reserved rock mass;
s5: carrying out caulking sealing treatment on the sprayed concrete cracks of the deformed hole section which is subjected to the expanding excavation and the strong steel support supporting by adopting sprayed concrete;
s6: performing pilot hole consolidation grouting;
s7: before excavation and design section restoration treatment of a consolidation grouting part are finished, an advanced anchor rod is arranged in the arch crown range, the anchor rod adopts a twisted steel bar with the length of 3.5 m and the diameter of 25 phi, the distance between the anchor rods is 60cm, the inclination angle of the anchor rod is 15 degrees, and meanwhile, the advanced anchor rod and the undeformed I-shaped steel are welded and fixed;
s8: after the tunnel is loosened, the surrounding rock is reserved and grouted, and the advanced anchor rod is constructed, controlling the blasting and expanding excavation of the lining tunnel section at 1.0m per cycle, and adopting corresponding steel support strong support and net hanging and concrete spraying construction;
s9: and (4) when the treatment of the expanded excavation or deformed tunnel section of the lining tunnel is finished and the lining concrete construction condition is met, the reinforced concrete lining construction is followed as early as possible.
Preferably, in step S6, the grouting slurry is prepared from 1: 1, cleaning cement paste, controlling the grouting pressure to be 0.3MP-0.5MP, controlling the unit grouting amount to be 0.4L/min, and keeping the grouting time for 30 min.
Preferably, in step S6, a consolidation grouting unit is set at an interval of 15-20m for consolidation grouting construction, and the time for setting is longer than 24h after grouting of each consolidation grouting unit is finished.
Compared with the prior art, the secondary enlarging and excavating method for the loose body stratum lining tunnel has the beneficial effects that:
1. through the drilling grouting mode on perpendicular to surrounding rock surface, overcome and taken the big problem of level and the slope drilling pore-forming degree of difficulty in the loose body, be difficult for producing the necking down in the drilling, fall the piece phenomenon, the operation in the convenience is accomplished the back and will be grouted floral tube propelling movement into the hole with drilling.
2. The defect that the grouting compaction effect is affected due to the fact that the horizontal penetration and diffusion range of the grout is restricted under the action of the gravity of the rock mass in loose body consolidation grouting is avoided, and the grouting holes are vertically arranged for grouting, so that the penetration, filling, wrapping and compaction effects of the grout are conveniently achieved.
3. After the loose surrounding rock mass of the tunnel is solidified to a certain depth, a 3m thick 'solidification arch' effect is formed at the top of the tunnel, and a powerful supporting system is formed by matching the advanced anchor rods and the steel supports, so that the pressure of the loose surrounding rock to the steel supports after the cavern is expanded and excavated is reduced, and the safety after the cavern is formed is ensured.
4. The mechanical property of the surrounding rock is improved, the self-stabilizing impact resistance of the surrounding rock is enhanced, the construction cycle operation time is shortened, and the engineering construction speed is accelerated.
Detailed Description
A secondary enlarging and digging method for a loose body stratum lining tunnel comprises the following steps:
s1: detecting surrounding rocks in front of a tunnel to be expanded and excavated by adopting a high-speed geological radar, detecting unfavorable geology such as stratum lithology, position of a weak layer, integrity degree of rock mass, position of a fracture zone, width, crushing degree, water-rich property and the like and serious hidden geological problems in advance, then attaching a high-speed geological radar antenna to a primary supporting surface to be expanded and excavated or deformed to move slowly and uniformly along the axial direction of the tunnel, and estimating the surrounding rock condition of the tunnel according to an energy change rule and signal attenuation degree displayed by a typical image of the geological radar;
s2: the data collected on site are sorted and analyzed, the distribution condition of the loose range of the tunnel surrounding rock in the axial direction of the tunnel is determined, and a mark for reinforcement treatment is made on the section needing reinforcement;
s3: adopting a disc drill and a hand pneumatic drill to further explore the pilot holes at the parts to be processed, wherein the drilling depth is deeply expanded and excavated, then the rock mass is reserved for more than 3.0m, and the circumferential spacing and the row spacing of the pilot hole drilling holes are controlled according to 4.0 m;
s4: drawing a consolidation grouting hole position arrangement diagram of the loose stratum of the tunnel according to the drilling condition of the pilot hole, and controlling the depth of consolidation grouting to be not less than 3.0m deeply into the reserved rock mass;
s5: adopting sprayed concrete to carry out caulking sealing treatment on the sprayed concrete cracks of the deformed hole section which is subjected to expanding excavation and strong steel support supporting, pasting the positions, where the cracks appear, of the original lining concrete tightly along the surfaces of the cracks by using adhesive tapes, and then covering the surfaces by adding cement or sodium silicate cement with the thickness not less than 10 cm; directly using the original lining concrete as a closed capping layer for consolidation grouting at the intact surface part of the original lining concrete;
s6: performing pilot hole consolidation grouting, wherein grouting slurry adopts the following formula: 1, cement paste cleaning, grouting pressure is controlled to be 0.3MP-0.5MP, unit grouting amount is 0.4L/min, duration is 30min, holes are distributed according to the principle of 'between rows and in rows encryption' for 2-order holes, the pilot hole grouting is conducted with encryption grouting, the grouting water cement ratio is consistent with the grouting end standard and the pilot hole, and the grouting pressure can be improved by 20% compared with the pilot hole;
the grouting continuous operation is kept in the grouting process, the injection amount is not limited by adopting modes of waiting for coagulation, adding an accelerator and the like, and the slurry in the consolidation circle is ensured to fill the hole of the slag bulk;
then, setting a consolidation grouting unit at intervals of 15-20m for consolidation grouting construction, wherein the grouting time of each consolidation grouting unit is more than 24 hours after the grouting is finished;
s7: before excavation and design section restoration treatment of a consolidation grouting part are finished, an advance anchor rod is firstly drilled in the arch crown range, the anchor rod adopts a twisted steel bar with the length of 3.5 meters and the diameter of phi 25, the distance between the anchor rods is 60cm, the inclination angle of the anchor rod is 15 degrees, and meanwhile, the advance anchor rod and the undeformed I-shaped steel are welded and fixed;
s8: after the tunnel is loosened, the surrounding rock is reserved and grouted, and the advanced anchor rod is constructed, controlling the blasting and expanding excavation of the lining tunnel section at 1.0m per cycle, and adopting corresponding steel support strong support and net hanging and concrete spraying construction; when the deformed tunnel section is processed by restoring the designed section after the tunnel is expanded and excavated, 1 primary support is chiseled by using a wind draft each time, the surrounding rock soil of the underexcavated part is chiseled by using an artificial wind draft according to the designed excavation contour line, and an I-shaped steel arch frame, a steel bar net piece and a connecting rib of the invasion limit part are cut; hanging a reinforcing mesh according to the design requirement, replacing a steel support frame, performing reliable connection, and then spraying concrete;
s9: and (4) when the treatment of the expanded excavation or deformed tunnel section of the lining tunnel is finished and the construction conditions of the lining concrete are met, the reinforced concrete lining construction is followed as early as possible.
The working principle of the secondary enlarging and excavating method for the loose body stratum lining tunnel is as follows: performing macroscopic inspection on the surrounding rock characteristics of the original tunnel through a geological radar, and determining the distribution range of the tunnel penetrating through the loose body stratum; after the embedding depth of the unconsolidated formation is further determined by the auxiliary advanced drilling, the cavern loose surrounding rock is consolidated by using lining concrete before expanding excavation or steel support after expanding excavation and spraying protection concrete as a support to form a stable safe shelter and protection consolidation ring for supporting collapsed slag at the top of the cavern, and the impact force of a new collapsed body generated in the construction process is buffered, so that the personal mechanical safety in the process of expanding excavation of the tunnel or deforming the steel support at the early stage is ensured, and conditions are created for smoothly expanding excavation of the tunnel structure and the subsequent process construction.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (3)
1. A secondary enlarging and digging method for a loose body stratum lining tunnel is characterized by comprising the following steps:
s1: detecting surrounding rocks in front of a tunnel to be expanded and excavated by adopting a high-speed geological radar;
s2: the data collected on site are sorted and analyzed, the distribution condition of the loose range of the tunnel surrounding rock in the axial direction of the tunnel is determined, and a mark for reinforcement treatment is made on the section needing reinforcement;
s3: the pilot holes of the parts needing to be processed are further explored by adopting a disc drill and a hand pneumatic drill, the drilling depth is deeply expanded and excavated, then rock mass is reserved for more than 3.0m, and the circumferential distance and the row distance of the pilot hole drilling holes are controlled according to 4.0 m;
s4: drawing a consolidation grouting hole position arrangement diagram of the loose stratum of the tunnel according to the drilling condition of the pilot hole, and controlling the depth of consolidation grouting to be not less than 3.0m deeply into the reserved rock mass;
s5: carrying out caulking sealing treatment on the sprayed concrete cracks of the deformed hole section which is subjected to the expanding excavation and the strong steel support supporting by adopting sprayed concrete;
s6: performing pilot hole consolidation grouting;
s7: before excavation and design section restoration treatment of a consolidation grouting part are finished, an advance anchor rod is firstly drilled in the arch crown range, the anchor rod adopts a twisted steel bar with the length of 3.5 meters and the diameter of phi 25, the distance between the anchor rods is 60cm, the inclination angle of the anchor rod is 15 degrees, and meanwhile, the advance anchor rod and the undeformed I-shaped steel are welded and fixed;
s8: after the tunnel is loosened, the surrounding rock is reserved and grouted, and the advanced anchor rod is constructed, controlling the blasting and expanding excavation of the lining tunnel section at 1.0m per cycle, and adopting corresponding steel support strong support and net hanging and concrete spraying construction;
s9: and (4) when the treatment of the expanded excavation or deformed tunnel section of the lining tunnel is finished and the construction conditions of the lining concrete are met, the reinforced concrete lining construction is followed as early as possible.
2. The method for secondary enlarging of a loose body formation lining tunnel according to claim 1, wherein in the step S6, the grouting slurry is prepared by using a weight ratio of 1: 1, cleaning cement paste, controlling the grouting pressure to be 0.3MP-0.5MP, controlling the unit grouting amount to be 0.4L/min, and keeping the grouting time for 30 min.
3. The method for secondary enlarging and excavating of the loose body stratum lining tunnel according to claim 1 or 2, wherein in the step S6, one consolidation grouting unit is arranged at intervals of 15-20m for consolidation grouting construction, and the grouting end time of each consolidation grouting unit is more than 24 hours.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210185277.0A CN114562275A (en) | 2022-02-28 | 2022-02-28 | Secondary expanding and excavating method for loose body stratum lining tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210185277.0A CN114562275A (en) | 2022-02-28 | 2022-02-28 | Secondary expanding and excavating method for loose body stratum lining tunnel |
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| CN114562275A true CN114562275A (en) | 2022-05-31 |
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| CN202210185277.0A Pending CN114562275A (en) | 2022-02-28 | 2022-02-28 | Secondary expanding and excavating method for loose body stratum lining tunnel |
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|---|---|---|---|---|
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| CN109538219A (en) * | 2018-12-21 | 2019-03-29 | 中铁四局集团有限公司 | The enlarging large section in situ and partial excavation method in crushing hard rock tunnel |
| CN110284889A (en) * | 2019-06-24 | 2019-09-27 | 中铁隧道局集团有限公司 | A kind of flat pilot tunnel Enlargement excavation method of TBM |
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-
2022
- 2022-02-28 CN CN202210185277.0A patent/CN114562275A/en active Pending
Patent Citations (7)
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