CN111877369A - Construction method for slope support reinforcement - Google Patents
Construction method for slope support reinforcement Download PDFInfo
- Publication number
- CN111877369A CN111877369A CN202010672483.5A CN202010672483A CN111877369A CN 111877369 A CN111877369 A CN 111877369A CN 202010672483 A CN202010672483 A CN 202010672483A CN 111877369 A CN111877369 A CN 111877369A
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- Prior art keywords
- grouting
- spiral
- rib
- concrete
- side slope
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
Abstract
The invention relates to a construction method for reinforcing a side slope support, which comprises the following steps: excavating a foundation pit and finishing a side slope; drilling; manufacturing a spiral grouting floral tube: taking a spiral rib and a grouting floral tube, forming a plurality of grout outlet holes in the grouting floral tube, inserting the grouting floral tube into the spiral rib, connecting and fixing the grouting floral tube and the spiral rib through an inner cross rib and an outer cross rib, and extending the outer cross rib out of the spiral rib; the spiral grouting perforated pipe is driven into the drilled hole, the bottom end of the spiral grouting perforated pipe is anchored into a hole bottom soil layer, and the external cross rib is located outside the drilled hole; grouting is finished on the spiral grouting perforated pipe by two times; spraying concrete on the slope surface, and paving a reinforcing mesh on the slope surface before final setting of the concrete, wherein the reinforcing mesh is fixedly connected with external cross-shaped ribs; and spraying concrete for the second time on the slope concrete paved with the reinforcing mesh. The invention combines the spiral rib and the grouting perforated pipe, and the spiral grouting perforated pipe, the concrete spray layer and the side slope form a combined action system through grouting, secondary anchor spraying and the like, thereby preventing the soft soil side slope from loosening and separating.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a slope support reinforcement construction method for improving the mechanical property of a soft soil slope.
Background
The soft soil has the characteristics of high water content, high compressibility, low water permeability, low mechanical strength, small critical height, poor stability and the like, and has a special failure mode when being used as a bad geological body. When the side slope height reaches certain limit, the lateral pressure of weak soil will certainly exceed the shear strength of a retaining structure, thereby the whole situation of slumping appears. As an important form of geotechnical reinforcement, anchor bolt support has the advantages of safety, high efficiency, low cost and the like, and the superiority of anchor bolt support is more and more recognized and is more and more applied in the field of international geotechnical engineering. However, the anchor bolt support also has its limitations, mainly manifested in that it is greatly affected by the soil properties, and when the soil layer is weak, it cannot provide effective uplift resistance.
Disclosure of Invention
The invention aims to provide a construction method for supporting and reinforcing a side slope, which combines a spiral rib and a grouting perforated pipe, and connects the spiral grouting perforated pipe, a concrete spraying layer and the side slope into a whole through grouting, a reinforcing mesh, secondary spraying and anchoring and the like so as to form a system with combined action, prevent the soft soil side slope from loosening and separating and stabilize the side slope.
The scheme adopted by the invention for solving the technical problems is as follows:
a construction method for supporting and reinforcing a soft soil slope comprises the following steps:
s1: excavating a foundation pit and finishing a foundation pit side slope;
s2: determining the hole position of the anchor rod and drilling at the hole position;
s3: manufacturing a spiral grouting floral tube: taking a spiral rib and a grouting floral tube, forming a plurality of grout outlet holes in the grouting floral tube, inserting the grouting floral tube into the spiral rib, and connecting and fixing the grouting floral tube and the spiral rib through an external cross rib, wherein the external cross rib extends out of the spiral rib;
s4: the spiral grouting perforated pipe is driven into the drilled hole, the bottom end of the spiral grouting perforated pipe is anchored into a hole bottom soil layer, and the external cross rib is located outside the drilled hole;
s5: inserting a grouting pipe into the spiral grouting perforated pipe for grouting, and completing grouting twice;
s6: spraying concrete for the first time on the slope surface of the side slope, paving a reinforcing mesh on the surface of the slope surface before final setting of the concrete, and tightly connecting the reinforcing mesh with external cross bars through connecting pieces;
s7: performing secondary concrete spraying on the slope concrete paved with the reinforcing mesh so as to connect the spiral grouting perforated pipe, the external cross-shaped ribs, the reinforcing mesh, the concrete and the side slope into a whole to form a system with combined action;
s8: and curing the concrete, and detecting and accepting the side slope after curing.
Furthermore, the spiral rib and the grouting perforated pipe are connected through an internal cross rib, the internal cross rib penetrates through a grout outlet hole in the grouting perforated pipe, and the end part of the internal cross rib is fixedly connected with the spiral rib.
Furthermore, the external cross rib penetrates through the pulp outlet hole and extends out of the spiral rib, and the peripheral wall of the spiral rib is fixedly connected with the external cross rib.
Furthermore, slip casting floral tube is including the anchor section that connects gradually, be provided with slip casting section, shutoff section and the outer anchor section of a plurality of grout outlet holes, and outside cross muscle sets up and is close to shutoff section department on the slip casting section, and the anchor section anchor is gone into to the hole bottom soil layer, and the spiral muscle cover is established outside slip casting section and the shutoff section of slip casting floral tube, and outer anchor section stretches out outside the spiral muscle.
Further, after the spiral grouting perforated pipe is driven into the drill hole, the distance between one group of external cross ribs and the hole opening of the drill hole is half of the total thickness of the sprayed layer concrete.
Further, grouting the spiral grouting perforated pipe is performed twice, and the concrete method comprises the following steps: extending the bottom end of the grouting pipe for the first grouting to a position 85-115mm away from the bottom of the drilled hole, extending the bottom end of the grouting pipe for the second grouting to a half of the depth of the drilled hole, and fastening the hole and the bottom of the grouting pipe for the second grouting by using an engineering adhesive tape; and firstly, performing primary grouting, stopping the primary grouting to a half of the drilling depth, performing secondary grouting, and stopping the secondary grouting to the port of the spiral grouting perforated pipe.
Further, when the concrete is sprayed on the side slope, the spray head is perpendicular to the sprayed surface, and the distance between the spray head and the sprayed surface is 0.6-1.2 m.
And further, stopping spraying when the thickness of the sprayed layer concrete sprayed for the first time reaches half of the design thickness, and spraying a second layer of concrete to the design thickness after the reinforcing mesh is paved and bound with the external cross bars.
Further, the spiral grouting perforated pipe grouting adopts M20 cement mortar pressure grouting, wherein the cement adopts ordinary portland cement which is not less than 42.5 grade and has chemical stability for resisting water erosion, and an expansion crack resistance agent is doped in the ordinary portland cement to replace the same amount of cement.
Compared with the prior art, the invention has at least the following beneficial effects:
1) the method adopts the grouting floral tubes fixed in the spiral ribs, the effective anchoring sections extend into the soft soil side slope, and the spiral grouting floral tubes, the concrete spray layer and the side slope are connected into a whole by methods of secondary grouting, reinforcing mesh, anchor spraying and the like so as to form a system with combined action, improve the overall stability of a foundation pit supporting system, ensure the crack resistance of waterproof concrete, and further prevent the side slope from loosening and separating and stabilize the side slope;
2) the spiral ribs formed by the steel bar framework are tightly combined in a plurality of triangles, the stability is remarkable, the steel bar is firm and firm, the finished steel bar product does not lose shape and deform when being subjected to severe disturbance, collision and treading, and the stability of the spiral grouting perforated pipe and the side slope structure is ensured;
3) according to the invention, the spiral grouting perforated pipes, the cross-shaped ribs and the reinforcing mesh form a plurality of triangles with stable structures in the slope system, so that each local structure in the slope system is abnormally stable and firm, the pulling resistance and the shearing resistance are strong, and the structural stability of the soft soil slope is greatly improved;
4) the internal cross ribs are connected with the spiral ribs in a welding mode (one group per meter) through the grouting perforated pipe, the internal cross ribs are used for ensuring the accurate position of the grouting perforated pipe, and the internal cross ribs are used for ensuring the stable structure of the spiral grouting perforated pipe;
5) utilize outside cross muscle to pass through slip casting floral tube, adopt welding mode to be connected with the spiral muscle to with reinforcing bar net piece ligature, utilize outside cross muscle to guarantee that the reinforcing bar net is firm, the energy saving, reduce cost.
6) The reinforcing mesh is used for preventing falling rocks or shrinkage cracks of the concrete sprayed layer, improving the integrity of the supporting structure, enabling the stress in the concrete sprayed layer to be uniformly distributed and enhancing the anti-seismic, anti-shearing and tensile capabilities of the concrete sprayed layer.
Drawings
FIG. 1 is a schematic structural diagram of a spiral grouting perforated pipe according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a spiral rib according to an embodiment of the present invention;
FIG. 3 is a schematic structural diagram of a grouting floral tube according to an embodiment of the present invention;
FIG. 4 is a top view of a spiral slip casting perforated pipe during slip casting according to an embodiment of the present invention;
FIG. 5 is a partial schematic view of a spiral grouting floral tube in a first time of bolting according to an embodiment of the present invention;
fig. 6 is a schematic structural diagram of the spiral grouting perforated pipe at the end of construction according to the embodiment of the invention.
Detailed Description
The following examples are provided to further illustrate the present invention for better understanding, but the present invention is not limited to the following examples.
The invention provides a construction method for reinforcing a side slope support, the construction process is shown in figure 1, and the construction method comprises the following steps:
s1: excavating a foundation pit by using an excavator, reserving a 20cm protective layer, excavating manually, and removing loose soil before supporting;
s2: determining the drilling position according to the design requirements and the subsequent reinforcing mesh fixing position by using a level gauge and a total station, drilling at the determined position, wherein the hole depth meets the anchoring depth, and blowing out dust and impurities in the hole by using a high-pressure air pipe;
s3: as shown in fig. 1, 2 and 3, the spiral rib 10 and the slip casting perforated pipe 20 are taken, phi 6-HPB 300-grade steel bars are adopted to manufacture the required spiral rib 10 with the diameter of 200mm, the slip casting perforated pipe 20 comprises an anchoring section 200, a slip casting section 201, a plugging section 202 and an outer anchoring section 204 which are connected in sequence, wherein the anchoring section 200 is conical, so that the spiral slip casting perforated pipe can be anchored into the soil layer conveniently; a plurality of grouting holes 203 are uniformly formed in the grouting section 201, and the plugging section 202 plugs when mortar overflows from the hole so as to prevent leakage; the outer anchor section 204 extends out of the spiral rib 10; in the embodiment, the inner diameter of the grouting floral tube 20 is 50mm, and 4 grouting holes 203 of Φ 8 are symmetrically formed in the grouting section 201 every 200mm, and the grouting holes 203 are not only beneficial to fixing the spiral ribs 10 and the grouting floral tube 20, but also can ensure that cement mortar can penetrate into cracks or pores of a side slope, improve the physical and mechanical property index of a soil body, and improve the strength of the soil body; in order to ensure the accurate position of the grouting perforated pipe 20, the spiral rib 10 is sleeved outside the grouting section 201 and the plugging section 202 of the grouting perforated pipe 20 and fixedly connected with the grouting section 201 and the plugging section 202, specifically, an internal cross rib made of a phi 6 steel bar is taken, the internal cross rib 30 passes through a grout outlet 203 of the grouting perforated pipe 20 and then the end part of the internal cross rib is welded on the spiral rib 10, and a group of internal cross ribs 30 is arranged every 1m so as to ensure the stability of the structure of the spiral grouting perforated pipe; in addition, one or more groups of external cross bars 31 are arranged at the position, close to the plugging section 202, of the grouting section 201, wherein one group of external cross bars 31 corresponds to the position of a subsequent reinforcing mesh, the external cross bars 31 are also made of phi 6 reinforcing steel bars, penetrate through the grouting holes 203 to extend out of the spiral bars 10, and are welded and connected with the contact positions of the spiral bars 10, so that a stable structure is formed;
s4: utilizing an air compressor to uniformly and forcefully vibrate and drive the spiral grouting perforated pipes into the drilled holes, and ensuring that the anchoring sections 200 on the spiral grouting perforated pipes are anchored into a soil layer at the bottom of the holes;
s5: the spiral grouting floral tube is cleaned before grouting, accumulated water in the hole is discharged, cement mortar is poured after the hole depth and the hole diameter are qualified, the grouting tube for pouring the cement mortar and the spiral grouting floral tube 1 are preferably placed into the hole at the same time, grouting is carried out twice, as shown in figure 4, therefore two grouting tubes are placed into the grouting floral tube 20, the distance from the bottom end of the grouting tube 4 for the first grouting to the hole bottom is preferably 85-115mm, in the embodiment, the distance is 100mm, the bottom end of the grouting tube 5 for the second grouting is arranged at the half of the hole depth, and the hole and the bottom are firmly tied by engineering adhesive tapes; stopping grouting until the position of the half of the hole depth is subjected to the first grouting, enabling cement mortar to flow into the grouting perforated pipe 20 through the grouting pipe 4, then flow from the grout outlet hole 203 on the grouting perforated pipe 20 to a position between the grouting perforated pipe 20 and the spiral rib 10, and finally enter a soft soil layer, so that gaps and gaps in the soil layer are filled, and the strength of the soil layer is reinforced; stopping grouting from the second grouting to the plugging section of the spiral grouting perforated pipe, wherein the flow process of cement grout is the same as that of the first grouting, and the whole spiral grouting perforated pipe is connected with the side slope soil layer into a whole after the cement grout is solidified; the M20 cement mortar is used for pressure grouting during grouting, the cement is ordinary Portland cement which is not lower than 42.5 grade and has chemical stability for resisting water erosion, and an expansion crack resistance agent is doped in the Portland cement to replace the same amount of cement, so that the energy is saved, and the cost is reduced; the grouting pressure is controlled between 0.4 and 0.6Mpa, and the grouting pressure is controlled to be low and high sequentially; in order to ensure sufficient filling rate and not to damage the existing supporting structure, the dosage of the single-hole injection cement is more than or equal to 1.5t in principle; adding the accelerator at the beginning and injecting as much as possible until the slurry overflowing which can not be blocked occurs, stopping injecting the slurry, uniformly mixing the mortar, and using the mortar at any time
S6: carrying out primary anchor spraying on the slope surface of the side slope, spraying C20 fine-stone concrete by using a shotcrete machine during anchor spraying, enabling a spray head to be vertical to a sprayed surface, preferably enabling the distance between the spray head and the sprayed surface to be 0.6-1.2 m, and stopping anchor spraying when the thickness of the first spray layer concrete 60 reaches half of the design thickness of the total spray layer concrete;
s7: referring to fig. 5 and 6, before the first sprayed concrete 60 is finally set, reinforcing mesh 7 is laid on the surface of the first sprayed concrete, the size of the reinforcing mesh 7 is 200 × 200, and the lap joint length between two adjacent reinforcing meshes 7 is 300 mm; binding and connecting the reinforcing mesh 7 with one group of external cross bars 31 in the step S3, wherein the distance between the external cross bars 31 and the hole opening of the drilled hole is equal to half of the designed thickness of the concrete of the total sprayed layer, so that the reinforcing mesh 7 is ensured to be firmly fixed, the reinforcing mesh 7 mainly has the effects of preventing falling rocks or shrinkage cracks of the concrete sprayed layer, improving the integrity of a supporting structure, and enabling the stress in the concrete sprayed layer to be uniformly distributed and enhancing the anti-seismic, anti-shearing and anti-tensile capabilities of the concrete sprayed layer;
s8: spraying C20 fine-grained concrete to the designed thickness by using a shotcrete machine during secondary anchor spraying, namely the second spray layer concrete 61 is also half of the designed total spray layer concrete thickness; when spraying, the spray head and the sprayed surface are vertical, and the distance is preferably 0.6-1.2 m, so that the spiral grouting perforated pipe, the reinforcing mesh 7, the concrete spraying layer and the side slope 8 are connected into a system with the combined action to prevent the side slope from loosening and separating and stabilize the side slope;
s9: after the construction is finished, watering and maintaining are carried out immediately in summer for not less than 7 days, and covering and maintaining are carried out in winter;
s10, carrying out a pulling resistance detection test after construction: under the same condition, the test quantity is not less than 1 percent of the total quantity, the test quantity is not less than 3, and a characteristic value of the vertical uplift bearing capacity which is 1.3 times that of the total quantity is taken; when the construction of the spiral grouting perforated pipe is finished and the strength of the anchoring body reaches 75% of the designed strength grade, performing an acceptance test; and after the acceptance is qualified, detecting the foundation pit according to requirements.
While the foregoing is directed to the preferred embodiment of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow.
Claims (9)
1. A construction method for reinforcing a side slope support is characterized by comprising the following steps:
s1: excavating a foundation pit and finishing a foundation pit side slope;
s2: determining the hole position of the anchor rod and drilling at the hole position;
s3: manufacturing a spiral grouting floral tube: taking a spiral rib and a grouting floral tube, forming a plurality of grout outlet holes in the grouting floral tube, inserting the grouting floral tube into the spiral rib, and connecting and fixing the grouting floral tube and the spiral rib through an external cross rib, wherein the external cross rib extends out of the spiral rib;
s4: the spiral grouting perforated pipe is driven into the drilled hole, the bottom end of the spiral grouting perforated pipe is anchored into a hole bottom soil layer, and the external cross rib is located outside the drilled hole;
s5: inserting a grouting pipe into the spiral grouting perforated pipe for grouting, and completing grouting twice;
s6: spraying concrete for the first time on the slope surface of the side slope, paving a reinforcing mesh on the surface of the slope surface before final setting of the concrete, and tightly connecting the reinforcing mesh with external cross bars through connecting pieces;
s7: performing secondary concrete spraying on the slope concrete paved with the reinforcing mesh so as to connect the spiral grouting perforated pipe, the external cross-shaped ribs, the reinforcing mesh, the concrete and the side slope into a whole to form a system with combined action;
s8: and curing the concrete, and detecting and accepting the side slope after curing.
2. A method as claimed in claim 1, wherein the spiral ribs are connected to the grouting pipes by internal cross ribs, the internal cross ribs pass through the grout outlet holes in the grouting pipes and the ends of the internal cross ribs are fixedly connected to the spiral ribs.
3. The construction method for supporting and reinforcing a side slope according to claim 1, wherein the external cross rib extends out of the spiral rib through the grout outlet hole, and the peripheral wall of the spiral rib is fixedly connected with the external cross rib.
4. The construction method for supporting and reinforcing the side slope according to claim 1, wherein the grouting perforated pipe comprises an anchoring section, a grouting section provided with a plurality of grout outlet holes, a plugging section and an outer anchoring section which are connected in sequence, an external cross rib is arranged on the grouting section and close to the plugging section, the anchoring section is anchored into a hole bottom soil layer, a spiral rib is sleeved outside the grouting section and the plugging section of the grouting perforated pipe, and the outer anchoring section extends out of the spiral rib.
5. A method of reinforcing a side slope support as claimed in claim 1, wherein after the spiral grouting pattern pipes are driven into the drill holes, the distance between one set of external cross bars and the hole openings of the drill holes is half of the total thickness of the shotcrete.
6. The construction method for supporting and reinforcing the side slope according to claim 1, wherein grouting of the spiral grouting perforated pipe is performed twice, and the concrete method is as follows: extending the bottom end of the grouting pipe for the first grouting to a position 85-115mm away from the bottom of the drilled hole, extending the bottom end of the grouting pipe for the second grouting to a half of the depth of the drilled hole, and fastening the hole and the bottom of the grouting pipe for the second grouting by using an engineering adhesive tape; and firstly, performing primary grouting, stopping the primary grouting to a half of the drilling depth, performing secondary grouting, and stopping the secondary grouting to the port of the spiral grouting perforated pipe.
7. The construction method for supporting and reinforcing a side slope according to claim 1, wherein when the concrete is sprayed to the side slope, the spray head is perpendicular to the sprayed surface and the distance between the spray head and the sprayed surface is 0.6-1.2 m.
8. The construction method for supporting and reinforcing the side slope according to claim 1, wherein the spraying is stopped when the thickness of the sprayed layer concrete sprayed for the first time reaches half of the design thickness, and the second layer of concrete is sprayed to the design thickness after the reinforcing mesh is laid and the external cross bars are bound.
9. A construction method for reinforcing a side slope support as claimed in claim 1, wherein the spiral grouting perforated pipe grouting is M20 cement mortar pressure grouting, wherein the cement is ordinary portland cement with a chemical stability against water erosion of not less than 42.5 grade, and an expansion crack resistant agent is doped in the cement instead of equal amount.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010672483.5A CN111877369A (en) | 2020-07-14 | 2020-07-14 | Construction method for slope support reinforcement |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010672483.5A CN111877369A (en) | 2020-07-14 | 2020-07-14 | Construction method for slope support reinforcement |
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| CN111877369A true CN111877369A (en) | 2020-11-03 |
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| CN202010672483.5A Pending CN111877369A (en) | 2020-07-14 | 2020-07-14 | Construction method for slope support reinforcement |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115198793A (en) * | 2022-07-08 | 2022-10-18 | 中铁二院工程集团有限责任公司 | Side slope open cut tunnel supporting structure and construction method thereof |
| WO2024032003A1 (en) * | 2022-08-11 | 2024-02-15 | 中铁七局集团有限公司 | Large-section railway tunnel surrounding rock stability control method |
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| JPH06316937A (en) * | 1993-05-07 | 1994-11-15 | Fujita Corp | Slope reinforcement anchor, and reinforcing method therewith |
| CN2291449Y (en) * | 1997-04-03 | 1998-09-16 | 中国矿业大学 | Interanal anchored and external poured anchor bolt |
| CN104948133A (en) * | 2015-05-19 | 2015-09-30 | 山东大学 | Grouting plugging device suitable for high-pressure mass-flow gushing water and technology thereof |
| CN205477690U (en) * | 2016-03-23 | 2016-08-17 | 山东科技大学 | Antiskid slip casting stock |
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2020
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| JPH06316937A (en) * | 1993-05-07 | 1994-11-15 | Fujita Corp | Slope reinforcement anchor, and reinforcing method therewith |
| CN2291449Y (en) * | 1997-04-03 | 1998-09-16 | 中国矿业大学 | Interanal anchored and external poured anchor bolt |
| CN104948133A (en) * | 2015-05-19 | 2015-09-30 | 山东大学 | Grouting plugging device suitable for high-pressure mass-flow gushing water and technology thereof |
| CN205477690U (en) * | 2016-03-23 | 2016-08-17 | 山东科技大学 | Antiskid slip casting stock |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115198793A (en) * | 2022-07-08 | 2022-10-18 | 中铁二院工程集团有限责任公司 | Side slope open cut tunnel supporting structure and construction method thereof |
| CN115198793B (en) * | 2022-07-08 | 2023-07-04 | 中铁二院工程集团有限责任公司 | Slope open cut tunnel supporting structure and construction method thereof |
| WO2024032003A1 (en) * | 2022-08-11 | 2024-02-15 | 中铁七局集团有限公司 | Large-section railway tunnel surrounding rock stability control method |
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Application publication date: 20201103 |