CN114109442B - Tunnel karst crushing belt sliding collapse half-section curtain progressive grouting reinforcement treatment method - Google Patents
Tunnel karst crushing belt sliding collapse half-section curtain progressive grouting reinforcement treatment method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 47
- 230000002787 reinforcement Effects 0.000 title claims abstract description 41
- 230000000750 progressive effect Effects 0.000 title description 5
- 238000010276 construction Methods 0.000 claims abstract description 73
- 239000011440 grout Substances 0.000 claims abstract description 25
- 230000000694 effects Effects 0.000 claims abstract description 22
- 239000011435 rock Substances 0.000 claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims description 76
- 239000002002 slurry Substances 0.000 claims description 44
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 31
- 238000009412 basement excavation Methods 0.000 claims description 20
- 238000007596 consolidation process Methods 0.000 claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 7
- 238000013461 design Methods 0.000 claims description 7
- 239000007788 liquid Substances 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 2
- 230000005641 tunneling Effects 0.000 abstract description 8
- 239000002344 surface layer Substances 0.000 description 7
- 239000010410 layer Substances 0.000 description 6
- 238000007569 slipcasting Methods 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000009792 diffusion process Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000011156 evaluation Methods 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 206010017472 Fumbling Diseases 0.000 description 1
- 235000019738 Limestone Nutrition 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
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- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
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- 238000004904 shortening Methods 0.000 description 1
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- 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
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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
- E21D9/10—Making by using boring or cutting machines
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a forward grouting reinforcement treatment method for a semi-section curtain of a karst broken zone slide collapse of a tunnel. The method comprises the following steps: back-pressure backfilling and plugging emergency treatment are carried out on the tunnel face, and grouting is carried out to strengthen the collapse body; setting a concrete grout stop wall with the thickness of 2-5 m on the face; grouting to reinforce the loose body and surrounding rock within the range of 3m-4.5m outside the contour line of a 3m hole forming section at the rear end of the grout stopping wall to form a circumferential grout stopping curtain layer; grouting reinforcement is carried out on the horizontal section of the collapse body 3m away from the top of the hole in a sectional forward grouting mode, so that a horizontal grouting curtain layer is formed; for a geological weak section, advanced subsection forward grouting reinforcement construction is implemented; after grouting is finished, 3 advanced horizontal exploratory holes are uniformly distributed in a range of 1m near the contour line of the arch part, and grouting effect is analyzed and judged. The invention can better ensure grouting reinforcement effect, improve success rate of successful tunneling through karst broken belt, has higher safety, can accelerate construction treatment progress of bad geological section, and saves construction period and cost.
Description
Technical Field
The invention relates to a method for reinforcing a karst broken belt collapse body of a tunnel, and belongs to the technical field of tunnel construction.
Background
Along with the development of railway construction at a high speed, the railway gradually develops to remote areas, tunnels are repaired longer, the traversing geology is more complex, and generally poor geology comprises collapse, mud burst, water burst, karst, gas, faults, structural breaking zones, large deformation, rock burst and the like, when the poor geology is encountered, if a processing mode is selected improperly, larger economic loss or safety accidents can be caused, meanwhile, the tunnel of a key line is delayed in construction period, and the whole line construction period is seriously influenced.
At present, the domestic tunnel is still in a fumbling stage in the scheme selection of the construction treatment of poor geological segments such as karst broken bands and the like, and lacks relatively mature construction case guidance. If the construction is directly carried out according to the measures of the traditional curtain grouting scheme, the investment cost is high, the treatment period is long, and the construction method is not suitable from the aspects of economy and construction period assurance; if the construction method of the advanced long pipe shed support, the construction method of the advanced pipe curtain support and the construction method of the CD method are adopted, the success rate of successful tunneling through the karst breaking belt is low, the safety is low, and unnecessary material waste, construction period delay and shack compensation can be increased.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides the forward grouting reinforcement treatment method for the semi-section curtain collapse of the karst breaking belt of the tunnel, which can better ensure grouting reinforcement effect, improve success rate of successful tunneling through the karst breaking belt and has higher safety.
The invention is realized by the following technical scheme: a forward grouting reinforcement treatment method for a karst broken belt sliding collapse half-section curtain of a tunnel is characterized by comprising the following steps: the method comprises the following steps:
(1) The back pressure backfill plugging emergency treatment of the face is carried out to avoid continuous slip and the slip body is consolidated by adopting a grouting reinforcement mode, so that the position of the slurry stopping wall can be excavated as close to the face as possible under the condition of ensuring that the face does not slip;
(2) Setting a concrete grout stop wall with the thickness of 2-5 m on the face;
(3) Constructing and grouting by adopting a YT-28 air drill to reinforce loose bodies and surrounding rocks within the range of 3m-4.5m outside the excavation outline of a 3m hole forming section at the rear end of the grout stopping wall, so as to form a circumferential grout stopping curtain layer;
(4) Drilling advanced horizontal grouting curtain holes on the horizontal section of the sliding and collapsing body 3m away from the top of the hole by adopting a pipe shed drilling machine, wherein the horizontal distance between the drilling holes is 1-1.5 m, grouting reinforcement is carried out by adopting a sectional forward grouting mode, and a horizontal grouting curtain layer is formed;
(5) For a geological weak section, adopting a pipe-shed drilling machine and a high-pressure grouting pump to implement advanced subsection advancing grouting reinforcement construction, realizing reinforcement of surrounding rock within a range of 4.5m beyond an excavation outline, and burying phi 22 threaded steel bars in grouting holes to form a fastening ring within an arch part range so as to overcome the pressure of the surrounding rock in the excavation process;
(6) After grouting is finished, 3 advanced horizontal exploratory holes are uniformly distributed in a range of 1m near the contour line of the arch part by analyzing advanced grouting consolidation drilling and grouting conditions, analyzing and judging grouting effects, providing guidance for excavation in the next step and ensuring construction safety.
According to the invention, the horizontal grouting curtain, the surface layer solidification grouting and the forward grouting solidification process are optimized and added on the traditional curtain grouting process, and a good effect is achieved on saving grouting amount and drilling hole forming rate of a karst crushing belt. The horizontal grouting curtain and the surface layer consolidation grouting curtain can effectively prevent excessive slurry from flowing into a collapse body and a rock-soil body within an excavation outline during advanced reinforcement, form an upper half-section curtain grouting space, and achieve the purposes of accelerating treatment efficiency and shortening treatment period on the premise of ensuring reinforcement treatment effect. Advanced subsection advancing grouting reinforcement construction can effectively ensure the hole forming rate of drilling, simultaneously ensure the grouting consolidation effect, improve the construction efficiency, shorten the construction period and ensure the tunnel construction safety.
Further, in the step 1, when the back pressure backfilling and plugging treatment is carried out on the face, the back pressure face is backfilled by adopting dregs, and then a stacking sand bag is adopted to plug a sliding and collapsing opening so as to prevent continuous sliding and collapsing; when the grouting reinforcement consolidation slide collapse body is adopted, the surface of the face slide collapse body adopts C25 sprayed concrete to fully cover and spray a sealing layer with the thickness of 5cm, meanwhile, the C25 sprayed concrete is adopted to seal the exposed surface of the face, phi 42 grouting flower pipes are arranged on the slide collapse body near the face, the length of each grouting flower pipe is 4.5m, the interval is 1.5mx1.5m, the plum blossom is distributed, and the grouting consolidation is carried out by adopting double liquid slurries.
Further, the construction parameters in the step 3 are drilling depth L=3-5 m, drilling interval 1m×1m and radial drilling.
In the step 4, a hole orifice pipe with the length of 1.5m and the diameter of phi 89 is adopted for the sectional forward grouting, 3-5 m is drilled each time, full Duan Chunya type grouting with a bare hole is carried out, the hole is swept to the original hole depth after the completion, the deep drilling is continued, and the process is repeated, so that the design depth is finally reached; the grouting slurry is poured by adopting C-S double-liquid slurry or cement paste, and the grouting pressure P=1-2 Mpa.
Further, the sectional progressive grouting reinforcement mode in the step 5 is to drill a section of grouting to consolidate a section, and bare hole grouting is adopted; the construction parameters in the step 5 are as follows: drilling depth l=6-24 m, drilling interval 1.5-2 m, drilling angle 9-52 deg, and the drilling is in sector arrangement; the slurry is poured by adopting 0.5:1 pure cement slurry and C-S double slurry, and the grouting pressure P=2-3 Mpa.
Further, when the grout stop wall is poured, a drain pipe is buried in a place where flowing water is concentrated.
The beneficial effects of the invention are as follows: the invention can better ensure grouting reinforcement effect, improve success rate of successful tunneling through karst breaking belt and has higher safety. According to the method, the processes of horizontal grouting curtain, surface layer consolidation grouting, forward grouting consolidation and the like are optimally added on the traditional curtain grouting process, so that good effects can be achieved on the aspects of saving grouting amount and the hole forming rate of a karst crushing belt, unnecessary material waste, construction period delay and shack compensation can be reduced, the one-time reinforcement treatment length can reach 20m, the construction treatment progress of a bad geological section is accelerated, and the method is safer, environment-friendly, construction period and cost are saved. Compared with the existing construction methods of the advanced long pipe shed support, the advanced pipe curtain support, the CD method and the traditional curtain grouting, the method of the invention is more economical, safer and more successful, and has more adaptability, advancement and popularization. The method provides a good practical foundation for selection of a karst breaking belt, a breaking structure and a water-rich rock stratum collapse treatment scheme in future tunnel construction, and simultaneously, the method is further optimized and innovated for the traditional curtain grouting construction method. The method has strong applicability and safety, is applicable to the karst broken belt water-rich section, the mud burst, the sand burst, the water burst, the broken belt of other structures and other unfavorable geological section railway tunnels and highway tunnels, can reduce the construction cost, has obvious social and environmental protection benefits and has wide popularization and application prospects.
Drawings
FIG. 1 is a longitudinal section view of a tunnel karst breaking belt slip half-section curtain grouting progressive grouting construction treatment measure in a concrete embodiment;
fig. 2 is a projection view of dk000+003 (grout stop wall) section advanced grouting reinforcement and advanced horizontal grout stop curtain hole position arrangement in the embodiment;
FIG. 3 is a flow chart of a progressive grouting process;
in the figure, 1, slurry stopping curtain drilling and 2, advanced consolidation drilling are carried out.
Detailed Description
The invention is further illustrated by the following non-limiting examples, in conjunction with the accompanying drawings:
as shown in the drawing, the poor geology of the construction case is a karst crushing belt, mainly comprising dolomites and dolomites limestone and mud rocks, the joint cracks develop very much, and the construction case is in a crushed and loose shape, and surrounding rocks are crushed to very much; the surrounding rock is tiny karst pores, corrosion is developed, and karst fissure water develops; the tunnel is excavated to form a temporary surface, the vault loose body is affected by the fracture water to slide and collapse, the maximum water inflow is about 12000 m/d, and the normal water inflow is about 6000 m/d.
The main construction procedure and the construction steps are as follows:
back-pressure backfilling of the tunnel face, plugging emergency treatment, slip casting consolidation, slurry stopping wall excavation, pouring, surface layer consolidation and water shutoff, horizontal slurry stopping curtain, advanced sectional advancing grouting reinforcement, grouting reinforcement effect evaluation and drainage construction, three-step temporary inverted arch excavation construction.
The concrete construction steps are as follows:
1. back pressure backfill plugging emergency treatment of the tunnel face:
and (3) the construction mechanical equipment is used for transporting the dregs back to the back pressure face (if the face continuously collapses, a dregs retaining wall is arranged behind the face, so that the collapsed objects are naturally accumulated to the top of the face), and then a stacking sand bag is used for blocking the collapse opening to prevent continuous collapse. In order to reduce the flushing of karst fracture water to the collapse body and the sand bag and prevent the water pressure from being large, drainage pipes can be buried according to the water quantity.
2. Grouting and solidifying the face collapse body:
the surface of the face sliding collapse body adopts C25 sprayed concrete to fully cover a sealing layer with the sprayed thickness of 5cm, and simultaneously adopts C25 sprayed concrete to seal the exposed face of the face; and phi 42 grouting flower pipes are arranged near the face of the collapse body, the length is 4.5 m/root, the quincuncial arrangement is 1.5m multiplied by 1.5m, and the grouting consolidation is carried out by adopting double-liquid slurry, so that the purpose of no collapse during the excavation of a slurry stopping wall is achieved.
3. And (3) excavating and pouring construction of the grout stopping wall:
the grouting wall can effectively avoid excessive leakage of slurry in the grouting process, improve grouting efficiency, achieve grouting effect, shorten treatment period and simultaneously play a role in sealing and stopping water for karst water seepage sections.
(1) And (3) excavating: the slip body is excavated to avoid slip through grouting consolidation, and is usually excavated to be close to a grouting wall pouring position as much as possible under the condition that the face is ensured not to slip, and the height of the excavated height double-line tunnel is about 4.5m from the arch crown and 3-5 m from the original face;
(2) The thickness setting requirement of the grout stopping wall is as follows: the thickness is 2-5 m (the thickness of the slurry stopping wall is judged according to the water pressure, the water pressure is increased by 1MPa, the wall thickness is increased by 1m, the minimum thickness is 2m, and the maximum thickness is 5 m);
(3) And (3) drainage treatment: before the grout stop wall is poured, drainage treatment is required to be conducted on the concentrated water outlet part of the current tunnel face. The main method comprises the following steps: the embedded drainage pipe (pipe orifice is provided with a valve), the local caulking, the membrane-mounting bag drainage device and the like enable the dispersion running water of the existing face to be basically controllable after drainage treatment, thereby facilitating the pouring of the grout stopping wall and improving the pouring quality of the grout stopping wall;
(4) And (3) construction of a grout stopping wall:
according to the condition of the on-site tunnel face, adopting a mode of pouring a slurry stopping wall on the whole section of the upper step, wherein the thickness is 2-5 m;
the grout stopping wall is poured for three times, namely, a foundation, a wall body (height is 2 m/cycle), and the wall body is arranged on the top;
the grout stop wall is erected by combining a steel mould and a wood mould, concrete pouring with the mark no lower than C20 is adopted, a drain pipe is buried in a place with more concentrated running water, the drain pipe adopts phi 200mm steel pipes with valves, and the number of the drain pipes is 1 at the bottom and the arch part in general.
4. And (3) surface layer consolidation and water shutoff construction:
the loose body and surrounding rock within the range of 3-4.5 m outside the excavation outline of the 3m hole forming section at the rear end of the slurry stopping wall are reinforced, and meanwhile, a circumferential slurry stopping curtain layer is formed, so that the effects of reducing slurry loss and further sealing water are achieved.
(1) Drilling: drilling depth l=3 to 5m, drilling pitch 1m×1m, radial drilling. The two-wire tunnel is expected to be provided with 50 drill holes; and the drilling adopts YT-28 type hand drill hole forming, the aperture is 50mm, and the hole forming is performed once.
(2) Grouting: after hole forming, a phi 25mm, l=1.5m orifice tube was installed in the orifice. Grouting operation is implemented by adopting a pure pressure grouting method. If no water exists in the holes during grouting, directly grouting 0.5:1 cement thick slurry; if water exists in the hole, the C-S double slurry is directly poured. Grouting pressure P=0.5-1 Mpa, and the slurry mixing ratio and grouting pressure are adjusted according to the actual grouting condition on site.
Grouting end standard: and under the condition of designing grouting pressure, the grouting is finished after the injection rate is smaller than 1L/min and the grouting is continued for 10 min.
5. Horizontal slurry-stopping curtain construction:
a row of horizontal grout stopping curtain holes along the line direction are arranged on the horizontal section of the sliding and collapsing body, which is about 3m away from the top of the hole, so that excessive loss of grout into the collapse body and the rock and soil body (which is excavated in the later stage) within the excavation outline during advanced reinforcement is effectively prevented by the measures, and an upper half section curtain grouting space is formed by consolidation with the grout stopping wall and the surface layer.
(1) Drilling:
1) Drilling arrangement: the drilling depth L=25m, the drilling interval is 1.0-1.5 m, the drilling direction is basically horizontal, the azimuth angles of the holes on two sides are inclined to the directions of the respective side walls, and the fan-shaped section is integrally formed. The two-wire tunnel is expected to be provided with 7 holes, which are adjusted according to the actual situation.
2) Embedding an orifice pipe: and drilling holes with the diameter of phi 127mm, wherein the depth of the holes is 1.5m. After the drilling is completed, a die bag orifice pipe installation method is adopted to install a phi 89mm pressure-resistant steel pipe (L=1.5m) as an orifice pipe. The orifice pipe can be arranged in advance before the grout stop wall is poured, and the orifice pipe is firmly embedded by concrete.
3) Drilling section length: and after the orifice pipe is installed, performing grouting section construction by adopting phi 75mm drilling from the inside of the orifice pipe. The grouting sectional length is 3-5 m. If the broken belt can not form holes or water can not flow out of the holes, the drilling can be immediately started and continued after grouting. Drilling holes by adopting a pipe shed drilling machine.
(2) Grouting:
1) The grouting method comprises the following steps: grouting by adopting a 'forward type' orifice closed pure pressure method, namely drilling 3-5 m each time, carrying out full Duan Chunya type grouting of a bare hole, sweeping the blank to the original hole depth after finishing, continuously drilling to the deep part, and repeating the process, thereby finally reaching the design depth.
2) Construction parameters: the slurry adopts C-S double-slurry quick pouring or cement paste quick pouring. Grouting design pressure P=1-2 Mpa. The slurry mixing ratio and the grouting pressure are adjusted according to the actual grouting condition on site.
3) End standard: and when the injection rate is smaller than 3L/min under the designed grouting pressure, the process can be finished.
6. Advanced subsection advancing grouting reinforcement construction:
in the difficult section of karst broken area drilling pore-forming, adopt forward grouting construction technology, adopt and bore one section slip casting concretion one section, and adopt bare hole slip casting, can guarantee the diffusion effect of thick liquid, place the reinforcing bar in the slip casting downthehole behind the final orifice and play the cantilever beam effect to overcome the pressure of surrounding rock in the excavation process. The method not only can effectively ensure the hole forming rate of the drilling, but also can ensure the grouting consolidation effect, improve the construction efficiency, shorten the construction period and ensure the tunnel construction safety.
(1) The construction range is as follows: according to the pre-construction condition and the current site condition, the grouting range is set to be the 120-degree range of the hole top. If loose body distribution is still found when the side wall hole is constructed, the reinforcement range is widened as much as possible when the conditions allow.
(2) Drilling: the drilling depth L=6-24 m, the drilling interval is 1.5-2 m, the drilling angle is 9-52 degrees, and the drilling holes are arranged in a fan shape. The two-wire tunnel is expected to be arranged with 7 loops, for a total of 51 boreholes. Drilling holes by adopting a pipe shed drilling machine.
And drilling holes with the diameter of phi 127mm, wherein the depth of the holes is 1.5m. After the drilling is completed, a die bag orifice pipe installation method is adopted to install a phi 89mm pressure-resistant steel pipe (L=1.5m) as an orifice pipe.
And after the orifice pipe is installed, performing grouting section construction by adopting phi 75mm drilling from the inside of the orifice pipe. The grouting sectional length is 3-5 m. If the broken belt can not form holes or water can not flow out of the holes, the drilling can be immediately started and continued after grouting.
The position of the drilling hole can be properly adjusted according to the actual situation of the site.
(3) Grouting:
the slurry is poured by adopting 0.5:1 pure cement slurry and C-S double slurry, and the grouting pressure P=2-3 Mpa. The slurry mixing ratio and the grouting pressure are adjusted according to the actual grouting condition on site.
The grouting method is the same as the horizontal grouting curtain grouting method.
Grouting end standard: and under the designed grouting pressure, the grouting is finished after the grouting rate is smaller than 1L/min and the grouting is continued for 10 min.
(4) And after the advanced reinforcement grouting drilling is finished, phi 22mm screw steel is placed in the hole for reinforcement.
7. Grouting reinforcement effect evaluation and drainage hole construction:
analyzing advanced grouting consolidation drilling and grouting conditions, adopting the peripheral condition of the contour of the shallow Kong Tancha collapse section, uniformly and uniformly drilling 3-hole deep hole advanced horizontal exploratory holes (mainly aiming at geological weak sections) in the range of 1m near the contour line of the arch, analyzing and judging grouting effects, providing guidance for the next excavation and tunneling, and ensuring construction safety.
And after the advanced reinforcement grouting drilling is finished, phi 22mm screw steel is placed in the hole for reinforcement.
The shallow hole inspection holes should not have mud and sand burst, not collapse holes, and the water seepage amount should be less than 0.2L/min.m.
Deep hole inspection, wherein 3 advanced horizontal exploratory holes are uniformly distributed in a range of 1m near the contour line of the arch part
(with emphasis on geologically weak sections), the hole depth is 30m.
(4) When the core drilling is not performed, the drilling speed, the drilling pressure, the slag discharging components, the drilling sticking condition and the like are recorded for serious analysis; and after the grouting effect meets the requirement, organizing excavation construction.
8. Excavating and tunneling construction by using a three-step and temporary inverted arch method:
the advanced support adopts double-layer small guide pipes with the length of 4.5 m/root and the circumferential spacing of 20cm, the steel frame adopts I20b steel frame, and the longitudinal spacing is 0.6m; and excavating and tunneling by a mechanical method, so that disturbance to surrounding rock is reduced.
The construction of the three-step temporary inverted arch method is organized according to eighteen-character guidelines of 'pipe advance, tight grouting, short footage, strong support, early sealing and duty measurement', the concrete construction process of excavation and tunneling construction is constructed according to design drawings, specifications and technical guidelines, and the construction is not repeated here.
During the construction process, attention should be paid to:
(1) Performing grouting test in rock stratum under similar geological conditions before grouting, primarily grasping the filling rate of slurry, the grouting amount, the gel time after the slurry is matched, the slurry diffusion radius, the final grouting pressure and other indexes;
(2) The position of the orifice is accurately positioned, the allowable deviation between the orifice position and the design position is that the deviation angle of 5cm of soil accords with the design requirement, and the deviation between the position of the bottom of the orifice is less than 30cm when the orifice is inspected for one section after drilling;
(3) The diameter of the grouting hole is not less than 80mm, and the diameter of the final hole is not less than 73mm;
(4) The drilling and grouting sequence should be from outside to inside, the same circle of hole is constructed at intervals;
(5) The peripheral curtain grouting mode is determined according to the property of surrounding rock and the water inflow, and is mainly forward grouting, and the other modes are auxiliary;
(6) The orifice is 3m, the diameter is phi 73, the grouting pipe is firmly embedded, and a good grouting stopping facility is provided;
(7) The grouting operation of a hole section is generally carried out continuously until the end, the grouting operation is not suitable for interruption, the forced interruption caused by the problems of mechanical failure, power failure, water stopping, equipment and the like is avoided as much as possible, and for the intentional interruption caused by intermittent grouting, slurry burst prevention and the like, the drilling hole is cleaned to the original depth and then re-injection is carried out.
(8) Grouting slurry proportion.
According to the invention, the surface layer consolidation, water shutoff and horizontal slurry stopping curtain construction are carried out, and the two measures effectively prevent excessive slurry loss to the collapse body and the rock-soil body (to be excavated in the later stage) within the excavation outline during advanced reinforcement, so that an upper half-section curtain grouting space is formed, the treatment efficiency is quickened and the treatment period is shortened on the premise of ensuring the reinforcement treatment effect. Advanced sectional forward grouting reinforcement construction is adopted, in a section where hole forming is difficult in karst crushing belt drilling, forward grouting construction technology is adopted, one section of grouting consolidation is adopted, bare hole grouting is adopted, the diffusion effect of slurry can be guaranteed, reinforcing steel bars are placed in grouting holes after final holes to play a role of hanging beams, so that the pressure of surrounding rocks in the excavation process is overcome, the hole forming rate of drilling can be effectively guaranteed, meanwhile, the grouting consolidation effect is guaranteed, the construction efficiency is improved, the construction period is shortened, and the tunnel construction safety is guaranteed.
Other parts in this embodiment are all of the prior art, and are not described herein.
Claims (2)
1. A forward grouting reinforcement treatment method for a karst broken belt sliding collapse half-section curtain of a tunnel is characterized by comprising the following steps: the method comprises the following steps:
(1) The back pressure backfill plugging emergency treatment of the face is carried out to avoid continuous slip and the slip body is consolidated by adopting a grouting reinforcement mode, so that the position of the slurry stopping wall can be excavated as close to the face as possible under the condition of ensuring that the face does not slip;
(2) Setting a concrete grout stop wall with the thickness of 2-5 m on the face;
(3) Constructing and grouting by adopting a YT-28 air drill to reinforce loose bodies and surrounding rocks within the range of 3m-4.5m outside the excavation outline of a 3m hole forming section at the rear end of the grout stopping wall, so as to form a circumferential grout stopping curtain layer;
(4) Drilling advanced horizontal grouting curtain holes on the horizontal section of the sliding and collapsing body 3m away from the top of the hole by adopting a pipe shed drilling machine, wherein the horizontal distance between the drilling holes is 1-1.5 m, grouting reinforcement is carried out by adopting a sectional forward grouting mode, and a horizontal grouting curtain layer is formed;
(5) For a geological weak section, adopting a pipe-shed drilling machine and a high-pressure grouting pump to implement advanced subsection advancing grouting reinforcement construction, realizing reinforcement of surrounding rock within a range of 4.5m beyond an excavation outline, and burying phi 22 threaded steel bars in grouting holes to form a fastening ring within an arch part range so as to overcome the pressure of the surrounding rock in the excavation process;
(6) After grouting is finished, 3 advanced horizontal exploratory holes are uniformly drilled in a range of 1m near the contour line of the arch part by analyzing advanced grouting consolidation drilling and grouting conditions, analyzing and judging grouting effects, providing guidance for excavation in the next step and ensuring construction safety;
in the step 1, when the back pressure backfilling and plugging treatment is carried out on the face, the back pressure face is backfilled by adopting dregs, and then a stacking sand bag is adopted to plug a slip-collapse port so as to prevent continuous slip-collapse; when grouting and reinforcing a concreting collapse body, the surface of the face collapse body is fully covered by C25 sprayed concrete to spray a sealing layer with the thickness of 5cm, meanwhile, the exposed surface of the face is plugged by C25 sprayed concrete, phi 42 grouting flower pipes are arranged on the collapse body near the face, the length of each grouting flower pipe is 4.5m, the interval of 1.5mx1.5m is distributed in a quincuncial shape, and grouting concretion is carried out by adopting double liquid slurries;
the construction parameters in the step 3 are drilling depth L=3-5 m, drilling interval 1m×1m, radial drilling;
in the step 4, a subsection advancing grouting mode adopts an orifice pipe with the length of 1.5m and the diameter of phi 89, 3-5 m is drilled each time, full Duan Chunya type grouting with a bare hole is carried out, after the completion, the hole is swept to the original hole depth, drilling is continued to the deep part, and the process is repeated, so that the design depth is finally reached; grouting slurry is poured by adopting C-S double-liquid slurry or cement paste, and grouting pressure P=1-2 Mpa;
the sectional forward grouting reinforcement mode in the step 5 is to drill a section of grouting to consolidate a section, and bare hole grouting is adopted; the construction parameters in the step 5 are as follows: drilling depth l=6-24 m, drilling interval 1.5-2 m, drilling angle 9-52 deg, and the drilling is in sector arrangement; the slurry is poured by adopting 0.5:1 pure cement slurry and C-S double slurry, and the grouting pressure P=2-3 Mpa.
2. The method for forward grouting reinforcement of the semi-section curtain of the karst breaking zone slide collapse of the tunnel according to claim 1, which is characterized by comprising the following steps: when the grout stop wall is poured, a drain pipe is buried in a place where flowing water is concentrated.
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