CN110905543A - Tunnel excavation method - Google Patents
Tunnel excavation method Download PDFInfo
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- CN110905543A CN110905543A CN201911005560.5A CN201911005560A CN110905543A CN 110905543 A CN110905543 A CN 110905543A CN 201911005560 A CN201911005560 A CN 201911005560A CN 110905543 A CN110905543 A CN 110905543A
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- Prior art keywords
- tunnel
- coring
- rock mass
- contour line
- tunnel face
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/1006—Making by using boring or cutting machines with rotary cutting tools
Abstract
The invention discloses a tunnel excavation method, which comprises the following steps: s1, performing coring operation by using a coring bit along a tunnel face contour line and a plurality of criss-cross lines in the tunnel face contour line, wherein the coring bit is coaxially connected with a coring barrel, drilling a columnar core into the coring barrel, cutting off and taking out the tunnel to form criss-cross grooves in the tunnel face contour line and the tunnel face contour line, and cutting the tunnel into a plurality of columnar residual rock masses; s2, extruding the residual rock mass in each groove by using the extruding and expanding device until the part of the residual rock mass connected with the tunnel is extruded and cut off, and taking the residual rock mass out of the tunnel face; and S3, repeating the steps S1 and S2 until the excavation construction of the whole tunnel is completed. The invention avoids the impact wave or noise caused by blasting from influencing buildings and residents, and reduces the risk of landslide or rock collapse. The residual rock mass can be used for building the wall body of the cover plate culvert and the stone arch culvert or the retaining wall of the roadbed cutting slope.
Description
Technical Field
The invention relates to the field of tunnel engineering construction, in particular to a tunnel excavation method.
Background
The tunnel is a common building in road, railway and municipal road engineering, and the excavation method of the tunnel comprises a Xinao method, a mine method, a shallow-buried underground excavation method and a spray-anchoring underground excavation method. The specific excavation methods include an artificial excavation method, a rock blasting method, a mechanical excavation method and a shield excavation method. Blasting excavation method is usually adopted for the harder rock mass of the surrounding rock, but the work and life of urban people can be seriously influenced by blasting in the city or the section of the rock mass with the broken zone, and the blasting adopted for the rock mass with the broken zone can lead the mountain to vibrate to cause landslide or landslide, thus causing the safety accident of tunnel excavation construction.
Disclosure of Invention
In order to solve the above problems, the present invention is achieved by the following technical solutions.
A tunnel excavation method comprises the following steps:
s1, performing coring operation by using a coring bit of the rock core-drilling machine along a tunnel face contour line and a plurality of criss-cross lines in the tunnel face contour line, wherein the coring bit is a cylindrical bit which is penetrated along the axis of the coring bit, the coring bit is coaxially connected with a coring barrel, a cylindrical core is drilled into the coring barrel, the tunnel is cut off and taken out, so that criss-cross grooves in the tunnel face contour line and the tunnel face contour line are formed, and the tunnel is cut into a plurality of cylindrical residual rock masses;
s2, extruding the residual rock mass in each groove by using an extruding and expanding device until the part of the residual rock mass connected with the tunnel is extruded and cut off, and taking the residual rock mass out of the tunnel face;
and S3, repeating the steps S1 and S2 until the excavation construction of the whole tunnel is completed.
Preferably, in step S1, for the tunnel with a span of less than 9 meters or stable surrounding rocks, only the contour line of the tunnel face is drilled and cored to form grooves along the contour line.
Preferably, for the tunnel with the span of more than 9 meters, the tunnel is divided into left and right excavated holes, and excavation is performed by adopting the steps of S1 to S3 respectively.
Preferably, the residual rock mass in the middle of the groove is squeezed and sheared layer by layer from top to bottom by the squeezing and expanding device, and the residual rock mass is taken out of the tunnel face by the clamp.
Preferably, the larger the size of the tunnel face profile, the more criss-cross grooves are formed;
the harder the rock mass is, the more criss-cross grooves are formed;
the smaller the size of the cored cylindrical core, the more criss-crossing grooves are formed.
Preferably, the coring depth of the four-level surrounding rock is 1-1.2m, and the coring depth of the one-to-three-level surrounding rock is 1.5-2 m.
Preferably, the coring process is matched with water spraying operation.
Preferably, the squeezing device is a hydraulic squeezing device.
The invention avoids the influence of shock waves or noise caused by common rock blasting in tunnel excavation on the work and life of surrounding buildings and urban residents, and simultaneously avoids the danger of landslide or rock collapse formed by the urban tunnel penetrating through a fracture zone or a broken zone. And the construction speed is faster than that of blasting operation, the construction holes are standard than that of blasting operation, and the overbreak phenomenon is avoided, so that the sprayed concrete amount of primary support is saved. And the residual rock mass taken out can be used for building the wall body of the slab culvert and the stone arch culvert or the retaining wall of the roadbed cutting slope. Moreover, for the opposite operation of the multi-arch tunnel, the influence on the structure of the poured two-lining concrete wall body of the adjacent hole tunnel can not be caused and the damage of the two-lining concrete wall body can not be caused because the blasting method is not adopted.
Drawings
The above features and technical advantages of the present invention will become more apparent and readily appreciated from the following description of the embodiments thereof taken in conjunction with the accompanying drawings.
FIG. 1 is a schematic view of a tunnel face of an arch tunnel according to an embodiment of the present invention;
FIG. 2 is a schematic diagram showing end face one-time excavation coring lofting according to an embodiment of the present invention;
FIG. 3 is a schematic view of a tunnel face after sampling of a core drill hole illustrating an embodiment of the invention;
FIG. 4 is a schematic diagram illustrating a tunnel face broken rock transportation rock exit hole after coring and sampling in accordance with an embodiment of the present invention;
fig. 5 is a construction process diagram showing a tunnel excavation method according to an embodiment of the present invention.
Detailed Description
An embodiment of the tunnel excavation method according to the present invention will be described below with reference to the accompanying drawings. Those of ordinary skill in the art will recognize that the described embodiments can be modified in various different ways, or combinations thereof, without departing from the spirit and scope of the present invention. Accordingly, the drawings and description are illustrative in nature and not intended to limit the scope of the claims. Furthermore, in the present description, the drawings are not to scale and like reference numerals refer to like parts.
A tunnel excavation method, the construction steps of which are shown in fig. 5, includes the following steps:
and S1, performing coring operation by using a coring bit of the rock core-drilling machine along the tunnel face contour line and a plurality of criss-cross lines in the tunnel face contour line. Wherein, coring bit is the cylindric drill bit that link up along the axis, coring bit and coring barrel coaxial coupling. Under the driving of the rock core drilling machine, the core drilling bit drills in a rotating mode, so that the columnar core body is drilled into the core drilling barrel, the bottom end of the columnar core body is disconnected with the connecting portion of the tunnel, and the columnar core body is taken out. The disconnection of the bottom end of the columnar core body 13 and the connection part of the tunnel can be realized in different working modes according to different rock core drilling machines, for example, the core sample is clamped from the periphery of the core sample through a clamping jaw arranged in a core drilling barrel, and the core drilling barrel is pulled outwards through the rock core drilling machine, so that the bottom end of the core sample and the connection part of the tunnel are pulled off. Rock core drilling machines are common construction equipment and are not described in detail herein.
As shown in fig. 2, there are two transverse lines and two vertical lines in the outer contour of the tunnel face. The number of the horizontal and vertical lines herein can be set as desired. For example, according to the size of the profile of the tunnel face, the number of the transverse lines and the vertical lines is large when the size is large, and the number of the transverse lines and the vertical lines is large when the hardness is large according to the hardness of the rock mass; according to the size of the using size of the core sample, the number of the horizontal lines and the vertical lines is large when the using size of the core sample is small, and the number of the horizontal lines and the vertical lines is small when the using size of the core sample is small. The coring bit performs continuous coring operation along the tunneling direction on a plurality of lines of longitudinal and transverse intersections in the tunnel face contour line and the tunnel face contour line, as shown in fig. 2, thereby forming mutually through grooves including the tunnel face contour line grooves 15, the longitudinal grooves 11 and the transverse grooves 12 in the tunnel face contour line and the tunnel face contour line. The core may be taken along the contour line of the tunnel face and then along the longitudinal and transverse lines. The depth of the trench in the tunneling direction is determined according to the stability of the strength of the surrounding rock, and if the stability of the strength of the surrounding rock is high, the coring depth may be larger, and if the stability of the strength of the surrounding rock is low, the coring depth may be smaller. Generally, the coring depth is about 1-2 m, the coring depth of four-level surrounding rock is 1-1.2m, and the coring depth of one-level to three-level surrounding rock is 1.5-2m (the surrounding rock classification conforms to technical specifications of rock-soil anchor rod and shotcrete support engineering GB 50086-2015). After all coring operations are completed, a plurality of layers of residual rock masses 14 which are connected with the tunnel at the bottom ends of a plurality of columns on the heading face in the tunneling direction are formed.
And S2, placing at least one hydraulic squeezing device in the groove, as shown in figure 3, placing 4 hydraulic squeezing devices 2 in the upper groove, wherein the structure of the hydraulic squeezing devices 2 can be that under the thrust of the hydraulic cylinder 21, the squeezing arms 22 extend to two sides in an expanding way to squeeze the residual rock mass 14 until the part of the residual rock mass 14 connected with the tunnel is squeezed off, as shown in figure 4. And (3) extruding and breaking the residual rock mass 14 in the middle of the groove by using a plurality of hydraulic extruding and expanding devices from top to bottom one by one, and taking out the residual rock mass 14 by using a mechanical fixture to transport out of the tunnel until all the residual rock mass is cleaned out of the tunnel. It should be noted that, although the present embodiment adopts a hydraulic squeezing device, the present embodiment is not limited to other squeezing devices, and for example, the squeezing device may be a mechanical squeezing device, a pneumatic squeezing device, or an electric squeezing device. However, it is preferable that the hydraulic companding apparatus is stable in operation.
And S3, repeating the steps S1 and S2 until the excavation construction of the whole tunnel is completed.
Preferably, the rock core drilling machine is matched with water spraying operation, so that dust raising can be avoided, and the operation environment is optimized.
Preferably, the tunnel with the small diameter (the span is less than 9 meters) or the tunnel with stable surrounding rocks can be excavated from top to bottom according to the steps from S1 to S3, so that the tunnel excavation method is quick in efficiency, low in noise and environment-friendly. .
Preferably, for a large-diameter tunnel (9-18 meters), an excavation method of reserving a surrounding rock wall in the center of a double-side-wall pilot tunnel can be adopted, specifically, the large-diameter single-hole tunnel is divided into two excavation holes at the left and right, a vertical rock mass wall is used for supporting between the two excavation holes, the thickness of the rock mass wall is determined according to the strength of the surrounding rock, the thickness of the wall body is smaller when the strength is higher, and the thickness of the wall body is larger when the strength is not higher. The excavation construction is carried out on the left excavation hole and the right excavation hole by adopting the steps from S1 to S3, so that the damage of vault subsidence in the tunnel excavation process can be effectively avoided or reduced. The construction safety is improved, the construction progress is accelerated, the stability of tunnel rocks is improved, the construction cost is reduced, and the construction operation environment is improved.
Taking a multi-arch tunnel of a certain expressway as an example, the span of the tunnel is 9m, the length of the tunnel is 1.2km, the tunnels are all class-III surrounding rocks, and the tunnel passes through a mountain city and is not suitable for blasting operation, so that a core-drilling machine is adopted for partitioned and layered core-drilling operation. Because the tunnel is a small-sized multi-arch tunnel, as shown in figure 1, a left hole must be constructed firstly, a right hole must be constructed secondly, excavation construction is carried out oppositely from two ends of the tunnel respectively, after each hole enters the hole, the scheme design is carried out on coring grooving of the tunnel face, coring is carried out on two sides and a vault (namely a tunnel face contour line) around the tunnel face, a drill tube with the diameter of 200mm is adopted, the length of the drill tube is 2m, then the rock face of the tunnel face is divided into 9 rock bodies with the thickness of 1m in each layer, the rock bodies are vertically divided into 3 equal parts, a rectangular coring route with 3m is adopted, each rock body forming a closed groove is squeezed and expanded by inserting four hydraulic squeezing heads into an upper groove of the rectangular groove, so that the rock bodies are squeezed and cut from top to bottom, the rock bodies are broken from the bottom, and then the cut cubes (residual rock bodies) are drawn out from surrounding rocks of the tunnel face and transported out. All the residual rock bodies on the tunnel face are extruded, cut, taken out and transported out of the tunnel to form a circulation footage, and each footage is 2 m. The tunnel of each hole is divided into 3 construction surfaces, each construction surface is provided with 3 core-taking machines and 4 hydraulic extrusion-expansion machines, and each single-hole tunnel is tunneled for 4m (24 hours). And tunneling 120m per month of the single-hole tunnel. In the 1.2km double-hole multi-arch tunnel, two working teams respectively carry out opposite tunneling operation on the left hole and the right hole, the whole tunnel is penetrated in 10 months, the operation is 6 months faster than the blasting operation, the hole of the construction tunnel is standard compared with the blasting operation, the phenomenon of over-excavation and under-excavation is avoided, and the sprayed concrete amount of primary support is saved. And the construction is safe, the environment is protected, the noise is low, and people are not disturbed. The taken rock mass can be used for building retaining walls of walls or roads. The double-arch tunnel is operated in opposite directions without blasting, so that the influence on the poured two-lining concrete wall structure of the adjacent hole tunnel is avoided, and the damage to the two-lining concrete wall is avoided.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A tunnel excavation method is characterized by comprising the following steps:
s1, performing coring operation by using a coring bit of the rock core-drilling machine along a tunnel face contour line and a plurality of criss-cross lines in the tunnel face contour line, wherein the coring bit is a cylindrical bit which is penetrated along the axis of the coring bit, the coring bit is coaxially connected with a coring barrel, a cylindrical core is drilled into the coring barrel, the tunnel is cut off and taken out, so that criss-cross grooves in the tunnel face contour line and the tunnel face contour line are formed, and the tunnel is cut into a plurality of cylindrical residual rock masses;
s2, extruding the residual rock mass in each groove by using an extruding and expanding device until the part of the residual rock mass connected with the tunnel is extruded and cut off, and taking the residual rock mass out of the tunnel face;
and S3, repeating the steps S1 and S2 until the excavation construction of the whole tunnel is completed.
2. The tunneling method according to claim 1,
and for the tunnel with the span of more than 9 meters, dividing the tunnel into left and right excavated holes, and excavating by adopting the steps S1 to S3 respectively.
3. The tunneling method according to claim 1,
and extruding and shearing the residual rock mass in the middle of the groove layer by layer from top to bottom by using an extruding and expanding device, and taking the residual rock mass out of the tunnel face by using a clamp.
4. The tunneling method according to claim 1,
the larger the size of the profile of the tunnel face is, the more criss-cross grooves are formed;
the harder the rock mass is, the more criss-cross grooves are formed;
the smaller the size of the cored cylindrical core, the more criss-crossing grooves are formed.
5. The tunneling method according to claim 1,
the coring depth of the four-level surrounding rock is 1 m-1.2 m, and the coring depth of the first-level surrounding rock to the third-level surrounding rock is 1.5 m-2 m.
6. The tunneling method according to claim 1,
the core taking process is also matched with water spraying operation.
7. The tunneling method according to claim 1,
the squeezing device is a hydraulic squeezing device.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201911005560.5A CN110905543A (en) | 2019-10-22 | 2019-10-22 | Tunnel excavation method |
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| CN201911005560.5A CN110905543A (en) | 2019-10-22 | 2019-10-22 | Tunnel excavation method |
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| CN110905543A true CN110905543A (en) | 2020-03-24 |
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Cited By (2)
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| CN113107497A (en) * | 2021-04-14 | 2021-07-13 | 中铁工程服务有限公司 | Hard rock tunnel tunneling construction method |
| CN113944476A (en) * | 2021-11-19 | 2022-01-18 | 中铁八局集团有限公司 | Construction method suitable for hard rock cantilever heading machine |
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