AU2021105800A4 - Treatment method for side roof collapse of water-bearing broken soft rock tunnel - Google Patents
Treatment method for side roof collapse of water-bearing broken soft rock tunnel Download PDFInfo
- Publication number
- AU2021105800A4 AU2021105800A4 AU2021105800A AU2021105800A AU2021105800A4 AU 2021105800 A4 AU2021105800 A4 AU 2021105800A4 AU 2021105800 A AU2021105800 A AU 2021105800A AU 2021105800 A AU2021105800 A AU 2021105800A AU 2021105800 A4 AU2021105800 A4 AU 2021105800A4
- Authority
- AU
- Australia
- Prior art keywords
- excavation face
- tunnel
- water
- excavation
- arch frame
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Ceased
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 99
- 239000011435 rock Substances 0.000 title claims abstract description 55
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000009412 basement excavation Methods 0.000 claims abstract description 109
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 33
- 239000010959 steel Substances 0.000 claims abstract description 33
- 239000011378 shotcrete Substances 0.000 claims abstract description 19
- 238000007789 sealing Methods 0.000 claims abstract description 14
- 230000009172 bursting Effects 0.000 claims abstract description 13
- 239000004567 concrete Substances 0.000 claims description 24
- 239000012572 advanced medium Substances 0.000 claims description 10
- 238000005507 spraying Methods 0.000 claims description 8
- DIZPMCHEQGEION-UHFFFAOYSA-H aluminium sulfate (anhydrous) Chemical compound [Al+3].[Al+3].[O-]S([O-])(=O)=O.[O-]S([O-])(=O)=O.[O-]S([O-])(=O)=O DIZPMCHEQGEION-UHFFFAOYSA-H 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 5
- 238000010276 construction Methods 0.000 abstract description 24
- 239000002002 slurry Substances 0.000 abstract description 6
- 230000002708 enhancing effect Effects 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 238000009991 scouring Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 1
- 239000004800 polyvinyl chloride Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
Classifications
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/06—Lining shafts; Linings therefor with iron or steel
- E21D5/10—Lining shafts; Linings therefor with iron or steel in the form of tubbing or of rings composed of profile elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
-
- 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
- E21F15/005—Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material
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)
- Civil Engineering (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
OF THE DISCLOSURE
The present disclosure discloses a treatment method for side roof collapse of a
water-bearing broken soft rock tunnel, including the following steps: sealing a water bursting
excavation face of crushed surrounding rock with shotcrete and rock bolts; excavating the
excavation face on one side with less water inrush until an excavation depth extends beyond a
water-bearing crushed collapse region, and mounting an arch frame synchronously; burying a
steel pipe in a sidewall close to a region with great water inrush within the main tunnel on the
side with less water inrush, and grouting the steel pipe; driving advanced small ducts into the
remaining excavation face of the upper bench, and excavating the remaining excavation face.
According to the present disclosure, during construction, excavation is performed first on the
side with less water inrush; the region with great water inrush in the tunnel is grouted, and
meanwhile, the advanced small ducts are driven into the excavation face and grouted, thereby
forming a cross-stratified slurry network. Thus, the stability of the grouted region is further
enhanced and further collapse of the region with water inrush is avoided. In addition, the
excavation face with less water inrush is excavated first without waiting for the completion of
the collapse treatment, so that the construction period is shortened.
ABSTRACT DRAWING - Fig 1
1/2
6
12
8I
CI 5
FIG 1
Description
1/2
6 12
CI 5
8I
FIG 1
[01] The present disclosure relates to the technical field of tunnel construction, and in particular, to a treatment method for side roof collapse of a water-bearing broken soft rock tunnel.
[02] The construction of Houping double-track Tunnel on a high-speed railway totaling 6916 m with a design speed of 350 kilometers per hour includes the organized construction of three work areas (i.e., entrance, inclined shaft and exit) on four working faces, with the tunnel excavation cross section area of about 150 m 2 , the excavation face of the inclined shaft at mileage DK495+165 and the buried depth of about 100m. The northwest trending Pengjiatang fault intersects the main tunnel near DK495+100, where a perennial river is formed on the land surface. The excavation face of the tunnel has exactly traversed the old river below and into another mountain, going beyond the center of the Pengjiatang fault by about 60 m. The rock mass is silurian sandy shale. The excavation face of the tunnel has revealed that the fractured zone of the fault over the tunnel has a width of 10-20 m. One day, after the excavation face was excavated, there was a sudden large water inrush from the left arch, which was expected to be 2500-3500 m3 /d, accompanied with partial slumping of loose rock mass at the arch.
[03] To eliminate the influence on subsequent construction, the following technical solution was adopted: three-bench excavation method was used and primary support parameters were optimized; an advanced medium pipe shed was set up in the whole excavation face with the water inrush and advanced small ducts were inserted in the excavation face for grouting pre-reinforcement; and the arch feet of steel frames were reinforced by using locking anchor pipes before excavation frame by frame. However, this technical solution had the following problems: 1. with a stream of fissure water bursting from the excavation face, advanced hole drilling was difficult with serious hole collapse problem after the drill was drawn out, leading to difficult mounting of the pipe shed and the small ducts. 2. The slurry for advanced grouting was dispersed by the fissure water and thus difficult to deliver to a designed position and solidify, resulting in poor advanced pre-reinforcement effect. 3. Full face excavation was performed at the upper bench, which was slow and might cause further collapse of the excavation face that was difficult to handle, with high construction safety risk and long construction period.
[04] For example, CN110410082A discloses a method of advanced support during tunnel excavation and CN110656954B discloses a method for treating tunnel collapse with a convergent collapse cavity. In the two methods, when dealing with a collapsed excavation face with water bursting, full face excavation is performed on the excavation face, which inevitably increases the construction safety risk and even causes further collapse. To solve the above problems, the present disclosure provides a treatment method for side roof collapse of a water-bearing broken soft rock tunnel to overcome the problems of slow construction progress and high construction safety risk in dealing with water-bearing broken soft rock tunnel collapse.
[05] An objective of the present disclosure is to provide a treatment method for side roof collapse of a water-bearing broken soft rock tunnel to quicken the construction progress and improve the construction safety.
[06] To achieve the above objective, the present disclosure provides the following solutions:
[07] A treatment method for side roof collapse of a water-bearing broken soft rock tunnel includes the following steps:
[08] carrying out three-bench tunnel excavation to a water bursting excavation face of crushed surrounding rock and sealing with shotcrete and rock bolts;
[09] excavating the excavation face of an upper bench on one side with less water inrush until an excavation depth extends beyond a water-bearing crushed collapse region, and mounting an arch frame synchronously; burying a steel pipe in a sidewall close to a region with great water inrush in the upper bench within the main tunnel on the side with less water inrush, and grouting the steel pipe;
[10] driving advanced small ducts into the remaining excavation face of the upper bench and grouting the advanced small ducts, excavating the remaining excavation face of the upper bench, mounting an arch frame and connecting the arch frame to the arch frame of the heading until the excavation face of the upper bench is flush with the excavation face of the heading.
[11] Preferably, a drainage pipe may be mounted at the bottom of the region with great water inrush in the excavation face of the upper bench before sealing with shotcrete and rock bolts.
[12] Preferably, an advanced medium pipe shed may be set up in the excavation face of the upper bench before sealing with shotcrete and rock bolts.
[13] Preferably, after completing the setup of the advanced medium pipe shed, advanced small ducts may be driven into the excavation face of the upper bench on the side with less water inrush and grouted.
[14] Preferably, micro-expansive rapid hardening sulphate aluminum cement may be used for grouting the advanced small ducts.
[15] Preferably, the excavation face of the upper bench may be excavated on the side with less water inrush each time by a length of one arch frame, followed by laying a dense screen on the top surface of the tunnel and spraying a concrete layer thereon, then mounting a steel arch frame sized to match the excavation face, mounting locking anchor pipes in the circumferential direction of the steel arch frame and grouting the locking anchor pipes, where the locking anchor pipes extend outwards from the center of the tunnel into the surrounding rock.
[16] Preferably, after the excavation depth in the upper bench on the side with less water inrush extends beyond the water-bearing crushed collapse region, a concrete layer may be sprayed on the excavation face at this position.
[17] Preferably, the concrete layer may have a thickness of not less than 80 cm.
[18] Preferably, the remaining excavation face with great water inrush in the upper bench may be excavated each time by a length of one arch frame, followed by laying a dense screen on the top surface of the tunnel and spraying a concrete layer thereon, then mounting a steel arch frame sized to match the excavation face and connecting the steel arch frame to the steel arch frame in the tunnel on the side with less water inrush, mounting locking anchor pipes in the circumferential direction of the steel arch frame and grouting the locking anchor pipes, where the locking anchor pipes extend outwards from the center of the tunnel into the surrounding rock.
[19] Preferably, the dense screen may be laid on the top surface of the tunnel and C25 concrete may be sprayed thereon to form the concrete layer.
[20] The present disclosure achieves the following technical effects over the prior art:
[21] 1. According to the present disclosure, during construction, excavation is performed first on the side with less water inrush; the region with great water inrush in the tunnel is grouted, and meanwhile, the advanced small ducts are driven into the excavation face and grouted, thereby forming a cross-stratified slurry network. Thus, the stability of the grouted region is further enhanced and further collapse of the region with water inrush is avoided. In addition, the excavation face with less water inrush is excavated first without waiting for the completion of the collapse treatment, so that the construction period is shortened.
[22] 2. In the present disclosure, before sealing with shotcrete and rock bolts, the drainage pipe is mounted at the bottom of the region with great water inrush in the excavation face of the upper bench, thereby facilitating water flowing out after sealing with shotcrete and rock bolts. Thus, sprayed concrete scouring by the bursting water is avoided, and the impact of the bursting water on the excavation face is also reduced.
[23] 3. In the present disclosure, before sealing with shotcrete and rock bolts, the advanced medium pipe shed is set up in the excavation face of the upper bench for temporary support, avoiding collapse of rock strata and improving the safety during construction.
[24] 4. In the present disclosure, after completing the setup of the advanced medium pipe shed, advanced small ducts may be driven into the excavation face of the upper bench on the side with less water inrush and grouted, thereby enhancing the stability of the surrounding rock on the side with less water inrush in the upper bench and also avoiding potential safety hazards caused by structural instability of the surrounding rock on the side with less water inrush in the upper bench due to bursting water penetration.
[25] To describe the technical solutions in the present disclosure or in the prior art more clearly, the following briefly introduces the accompanying drawings required for describing embodiments. Apparently, the accompanying drawings in the following description show merely some embodiments of the present disclosure, and a person of ordinary skill in the art may still derive other drawings from these accompanying drawings without creative efforts.
[26] FIG. 1 is a cross sectional view of side roof collapse of a water-bearing broken soft rock tunnel.
[27] FIG. 2 is a longitudinal sectional view of side roof collapse of a water-bearing broken soft rock tunnel.
[28] List of reference numerals: 1-invert, 2-lower bench, 3-middle bench, 4-excavation face on one side with less water inrush, 5-middle vertical bearing H-steel frame, 6-steel pipe, 7-advanced small duct, 8-drainage pipe, 9-plank road, 10-upper bench, 11-arch frame, and 12-locking anchor pipe.
[29] The technical solutions in the embodiments of the present disclosure will be clearly and completely described below with reference to the accompanying drawings. Apparently, the described embodiments are merely a part rather than all of the embodiments of the present disclosure. All other examples obtained by a person of ordinary skill in the art based on the examples of the present invention without creative efforts shall fall within the protection scope of the present invention.
[30] An objective of the present disclosure is to provide a treatment method for side roof collapse of a water-bearing broken soft rock tunnel to quicken the construction progress and improve the construction safety.
[31] To make the above-mentioned objective, features, and advantages of the present disclosure clearer and more comprehensible, the present disclosure will be further described in detail below with reference to the accompanying drawings and specific embodiments.
[32] Referring to FIG. 1 to FIG. 2, a treatment method for side roof collapse of a water-bearing broken soft rock tunnel includes the following steps: carry out three-bench tunnel excavation to a water bursting excavation face of crushed surrounding rock and seal
with shotcrete and rock bolts; excavate the excavation face 4 of an upper bench on one side with less water inrush until an excavation depth extends beyond a water-bearing crushed collapse region, and mount an arch frame 11 synchronously; bury a steel pipe 6 in a sidewall close to a region with great water inrush in the upper bench within the main tunnel on the side with less water inrush, and grout the steel pipe; drive advanced small ducts 7 into the remaining excavation face of the upper bench 10 and grout the advanced small ducts, excavate the remaining excavation face of the upper bench 10, mount an arch frame 11 and connect the arch frame to the arch frame 11 of the heading until the excavation face of the upper bench is flush with the excavation face of the heading. According to the present disclosure, during construction, excavation is performed first on the side with less water inrush; the region with great water inrush in the tunnel is grouted, and meanwhile, the advanced small ducts 7 are driven into the excavation face and grouted, thereby forming a cross-stratified slurry network. Thus, the stability of the grouted region is further enhanced and further collapse of the region with water inrush is avoided. In addition, the excavation face with less water inrush is excavated first without waiting for the completion of the collapse treatment, so that the construction period is shortened.
[33] Referring to FIG. 1 to FIG. 2, before sealing with shotcrete and rock bolts, a drainage pipe 8 is mounted at the bottom of the region with great water inrush in the excavation face of the upper bench 10, thereby facilitating water flowing out after sealing with shotcrete and rock bolts. Thus, sprayed concrete scouring by the bursting water is avoided, and the impact of the bursting water on the excavation face is also reduced.
[34] Further, before sealing with shotcrete and rock bolts, an advanced medium pipe shed is set up in the excavation face of the upper bench 10 for temporary support, avoiding collapse of rock strata and improving the safety during construction.
[35] Referring to FIG. 1 to FIG. 2,after completing the setup of the advanced medium pipe shed, advanced small ducts 7 are driven into the excavation face 4 of the upper bench on the side with less water inrush and grouted, thereby enhancing the stability of the surrounding rock on the side with less water inrush in the upper bench 10 and also avoiding potential safety hazards caused by structural instability of the surrounding rock on the side with less water inrush in the upper bench 10 due to bursting water penetration.
[36] Further, micro-expansive rapid hardening sulphate aluminum cement may be used for grouting the advanced small ducts 7. Thus, the solidification rate of the slurry is increased and rapid loss of slurry under the action of scouring of water is avoided.
[37] Further, the excavation face 4 of the upper bench is excavated on the side with less water inrush each time by a length of one arch frame 11, followed by laying a dense screen on the top surface of the tunnel and spraying a concrete layer thereon, then mounting a steel arch frame 11 sized to match the excavation face, mounting locking anchor pipes 12 in the circumferential direction of the steel arch frame 11 and grouting the locking anchor pipes 12, where the locking anchor pipes 12 extend outwards from the center of the tunnel into the surrounding rock. Thus, the purpose of enhancing the stability of the surrounding rock is achieved. Furthermore, the depth of excavation at each time is equal to the length of one frame, and then the measures of spraying concrete and mounting the arch frame 11 are adopted immediately. Thus, the problem of secondary collapse due to instability of the surrounding rock as lacking support during excavation is avoided.
[38] Further, after the excavation depth in the upper bench 10 on the side with less water inrush extends beyond the water-bearing crushed collapse region, a concrete layer is sprayed on the excavation face at this position. Thus, the problem of water bursting from the side with less water inrush in the upper bench 10 is avoided. Meanwhile, the concrete sprayed on the excavation face at this position also enhances the stability of the excavation face.
[39] Further, the sprayed layer has a thickness of not less than 80 cm.
[40] Further, the remaining excavation face with great water inrush in the upper bench 10 is excavated each time by a length of one arch frame 11, followed by laying a dense screen on the top surface of the tunnel and spraying a concrete layer thereon, then mounting a steel arch frame 11 sized to match the excavation face and connecting the steel arch frame to the steel arch frame 11 in the tunnel on the side with less water inrush, mounting locking anchor pipes 12 in the circumferential direction of the steel arch frame 11 and grouting the locking anchor pipes 12, where the locking anchor pipes 12 extend outwards from the center of the tunnel into the surrounding rock. Thus, the purpose of enhancing the stability of the surrounding rock is achieved. Furthermore, the depth of excavation at each time is equal to the length of one frame, and then the measures of spraying concrete and mounting the arch frame 11 are adopted immediately. Thus, the problem of secondary collapse due to instability of the surrounding rock as lacking support during excavation is avoided.
[41] Further, the dense screen is laid on the top surface of the tunnel and C25 concrete is sprayed thereon to form the concrete layer.
[42] The construction process will be explained below by taking Houping double-track Tunnel on a high-speed railway for example. The construction of Houping double-track Tunnel on a high-speed railway totaling 6916 m with a design speed of 350 kilometers per hour included the organized construction of three work areas (i.e., entrance, inclined shaft and exit) on four working faces, with the tunnel excavation cross section area of about 150 M2 , the excavation face of the inclined shaft at mileage DK495+165 and the buried depth of about 100 m. There was great water inrush from the left side of the excavation face and less water inrush from the right side.
[43] The crushed surrounding rock and the excavation face were sealed with shotcrete and rock bolts. Two polyvinyl chloride (PVC) drainage pipes having a diameter P of 110 mm were buried in the lower middle part on the left side before sealing with shotcrete and rock bolts, which were used to drain water.
[44] Advanced small ducts 7 were driven into the excavation face with an advanced medium pipe shed in the upper bench 10 of the tunnel on the right side with less water inrush as designed. Micro-expansive rapid hardening sulphate aluminum cement was mixed with water in a ratio of 1:0.5 for grouting to reinforce the excavation face on the right side.
[45] The right side of the upper bench was excavated each time by the length of 0.6 m of one arch frame 11. A dense screen was laid and C25 concrete was primarily sprayed with a thickness of 50-100 mm, thereby preventing the crushed roof fall. A steel arch frame 11 and a middle vertical bearing H-steel frame 5 were set up on the right side of the upper bench 10, and a pair of locking anchor pipes 12 having a diameter p of 42 mm and a length of 3.0 m was driven into each of the foot and the center of the arch frame. A pair of steel pipes 6 was driven into the middle upper parts of columns. All the pipes were welded firmly, and then concrete was sprayed to a designed thickness.
[46] The process was repeated in the same manner. After the excavation by the length of four arch frames 11, micro-expansive rapid hardening sulphate aluminum cement was mixed with water in a ratio of 1:0.5 for grouting the locking anchor pipes 12 of the arch frame 11 and the steel pipes 6 of the columns for reinforcement.
[47] After excavation by 7.2 m on the right side, the excavation face on the right side was sealed with 80 mm thick sprayed concrete.
[48] At the same time of excavation on the right side, the advanced small ducts 7 were driven into the excavation face and grouted to reinforce the left side. After excavation by 7.2 m on the right side, the left side was excavated each time by the length of one frame. A dense screen was laid and concrete was primarily sprayed. A long arch frame 11 was joined and locking anchor pipes 12 having a diameter <p of 42 mm and a length of 4.5 m were driven into the arch frame. A reinforcing mesh was then laid and C25 concrete was sprayed to a designed thickness.
[49] After the excavation by the length of four arch frames 11 on the right side, the locking anchor pipes 12 were grouted for reinforcement. The middle columns were removed from outside to inside frame by frame.
[50] The above two processes were repeated until the excavation face on the left side was flush with the excavation frame on the right side. Finally, the remaining middle columns were removed. Safe passage through the water-bearing collapse section was achieved.
[51] Subsequently, the excavation of the middle and lower benches was carried out immediately, closely followed by enclosing of the invert 1 and then secondary lining.
[52] Adaptable changes according to actual needs are within the protection scope of the present invention.
[53] It should be noted that it is obvious to those skilled in the art that the present disclosure is not limited to the details of the above exemplary embodiments, and that the present disclosure can be implemented in other specific forms without departing from the spirit or basic features of the present disclosure. The embodiments should be regarded as exemplary and non-limiting in every respect, and the scope of the disclosure is defined by the appended claims rather than the above description. Therefore, all changes falling within the meaning and scope of equivalent elements of the claims should be included in the disclosure. Any reference numerals in the claims should not be considered as limiting the claims involved.
[54] It is to be understood that, if any prior art publication is referred to herein, such reference does not constitute an admission that the publication forms a part of the common general knowledge in the art, in Australia or any other country.
[55] In the claims which follow and in the preceding description of the invention, except where the context requires otherwise due to express language or necessary implication, the word "comprise" or variations such as "comprises" or "comprising" is used in an inclusive sense, i.e. to specify the presence of the stated features but not to preclude the presence or addition of further features in various embodiments of the invention.
Claims (5)
1. A treatment method for side roof collapse of a water-bearing broken soft rock tunnel, comprising the following steps: carrying out three-bench tunnel excavation to a water bursting excavation face of crushed surrounding rock and sealing with shotcrete and rock bolts; excavating the excavation face of an upper bench on one side with less water inrush until an excavation depth extends beyond a water-bearing crushed collapse region, and mounting an arch frame synchronously; burying a steel pipe in a sidewall close to a region with great water inrush in the upper bench within the main tunnel on the side with less water inrush, and grouting the steel pipe; driving advanced small ducts into the remaining excavation face of the upper bench and grouting the advanced small ducts, excavating the remaining excavation face of the upper bench, mounting an arch frame and connecting the arch frame to the arch frame of the heading until the excavation face of the upper bench is flush with the excavation face of the heading.
2. The treatment method for side roof collapse of a water-bearing broken soft rock tunnel according to claim 1, wherein a drainage pipe is mounted at the bottom of the region with great water inrush in the excavation face of the upper bench before sealing with shotcrete and rock bolts; wherein an advanced medium pipe shed is set up in the excavation face of the upper bench before sealing with shotcrete and rock bolts; wherein after completing the setup of the advanced medium pipe shed, advanced small ducts are driven into the excavation face of the upper bench on the side with less water inrush and grouted; wherein micro-expansive rapid hardening sulphate aluminum cement is used for grouting the advanced small ducts.
3. The treatment method for side roof collapse of a water-bearing broken soft rock tunnel according to claim 1, wherein the excavation face of the upper bench is excavated on the side with less water inrush each time by a length of one arch frame, followed by laying a dense screen on the top surface of the tunnel and spraying a concrete layer thereon, then mounting a steel arch frame sized to match the excavation face, mounting locking anchor pipes in the circumferential direction of the steel arch frame and grouting the locking anchor pipes, wherein the locking anchor pipes extend outwards from the center of the tunnel into the surrounding rock.
4. The treatment method for side roof collapse of a water-bearing broken soft rock tunnel according to claim 1, wherein after the excavation depth in the upper bench on the side with less water inrush extends beyond the water-bearing crushed collapse region, a concrete layer is sprayed on the excavation face at this position; wherein the concrete layer has a thickness of not less than 80 cm.
5. The treatment method for side roof collapse of a water-bearing broken soft rock tunnel according to claim 1, wherein the remaining excavation face with great water inrush in the upper bench is excavated each time by a length of one arch frame, followed by laying a dense screen on the top surface of the tunnel and spraying a concrete layer thereon, then mounting a steel arch frame sized to match the excavation face and connecting the steel arch frame to the steel arch frame in the tunnel on the side with less water inrush, mounting locking anchor pipes in the circumferential direction of the steel arch frame and grouting the locking anchor pipes, wherein the locking anchor pipes extend outwards from the center of the tunnel into the surrounding rock; wherein the dense screen is laid on the top surface of the tunnel and C25 concrete is sprayed thereon to form the concrete layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| AU2021105800A AU2021105800A4 (en) | 2021-08-18 | 2021-08-18 | Treatment method for side roof collapse of water-bearing broken soft rock tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| AU2021105800A AU2021105800A4 (en) | 2021-08-18 | 2021-08-18 | Treatment method for side roof collapse of water-bearing broken soft rock tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| AU2021105800A4 true AU2021105800A4 (en) | 2021-10-21 |
Family
ID=78176973
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| AU2021105800A Ceased AU2021105800A4 (en) | 2021-08-18 | 2021-08-18 | Treatment method for side roof collapse of water-bearing broken soft rock tunnel |
Country Status (1)
| Country | Link |
|---|---|
| AU (1) | AU2021105800A4 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114251107A (en) * | 2021-12-16 | 2022-03-29 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel collapse treatment method |
| CN115370376A (en) * | 2022-08-09 | 2022-11-22 | 中铁十六局集团路桥工程有限公司 | Collapse treatment construction method suitable for large-span expanded tunnel |
| CN116752934A (en) * | 2023-08-21 | 2023-09-15 | 中煤科工集团沈阳研究院有限公司 | Drilling inner wall spraying hole protection technology |
-
2021
- 2021-08-18 AU AU2021105800A patent/AU2021105800A4/en not_active Ceased
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114251107A (en) * | 2021-12-16 | 2022-03-29 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel collapse treatment method |
| CN114251107B (en) * | 2021-12-16 | 2023-04-28 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel collapse processing method |
| CN115370376A (en) * | 2022-08-09 | 2022-11-22 | 中铁十六局集团路桥工程有限公司 | Collapse treatment construction method suitable for large-span expanded tunnel |
| CN115370376B (en) * | 2022-08-09 | 2024-04-19 | 中铁十六局集团路桥工程有限公司 | Construction method suitable for collapse treatment of large-span expansion tunnel |
| CN116752934A (en) * | 2023-08-21 | 2023-09-15 | 中煤科工集团沈阳研究院有限公司 | Drilling inner wall spraying hole protection technology |
| CN116752934B (en) * | 2023-08-21 | 2023-10-20 | 中煤科工集团沈阳研究院有限公司 | Drilling inner wall spraying hole protection technology |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2021105800A4 (en) | Treatment method for side roof collapse of water-bearing broken soft rock tunnel | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN109209392B (en) | Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel | |
| CN110905530B (en) | Stability control construction method for water-rich soft rock tunnel penetrating fault fracture zone | |
| CN110130927A (en) | A kind of carbonaceous slate serious deformation control construction method | |
| CN109538216B (en) | Tunnel construction process for crossing mining and subsidence areas | |
| CN106907159A (en) | A kind of Shallow Covered Metro Station separates open type structure and its construction method | |
| CN106337686A (en) | Rock stratum underground excavation three-story subway station umbrella cover structure and construction method thereof | |
| CN106761778A (en) | A kind of underground digging in subway station construction technology suitable for upper-soft lower-hard ground | |
| CN106869969A (en) | A kind of excavation supporting construction method of soft rock large section tunnel | |
| CN110486036B (en) | Construction method for expanding arch foot primary support arch cover method | |
| CN110259490B (en) | Subway underground excavation station construction method | |
| CN108035733A (en) | Partial excavation method for combined vertical supports of rock mass and super-large section tunnel steel frame rock wall | |
| CN207934910U (en) | A kind of newly built tunnels closely on across existing tunnel anti-floating reinforcement system | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN109057802A (en) | Shallow tunnel with big cross-section underpass of freeways construction method | |
| CN112177635A (en) | Construction method of step multiple advanced small guide pipe and construction method of overlapped tunnel | |
| CN109695457A (en) | In-situ expansion super-large section tunnel of hard rock and step construction method | |
| CN206888990U (en) | A kind of Shallow Covered Metro Station separates open type structure | |
| CN107091092A (en) | The approximate full face tunneling structure of mountain highway tunnel neutrality country rock and method | |
| CN108374674B (en) | Six pilot tunnels, 12 step Underground Space Excavation method for protecting support | |
| CN218934444U (en) | High-pressure horizontal jet grouting pile tunnel reinforcing structure in frozen soil area | |
| CN112502732A (en) | Construction method of shield tunnel of water-rich sand layer | |
| CN214273663U (en) | Weak surrounding rock tunnel geological disaster punishment structure | |
| CN111577295B (en) | Method for enabling tunnel to safely pass through shallow-buried ditch soft surrounding rock |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| FGI | Letters patent sealed or granted (innovation patent) | ||
| MK22 | Patent ceased section 143a(d), or expired - non payment of renewal fee or expiry |