CN110080782B - Construction method suitable for soft rock bedding tunnel - Google Patents
Construction method suitable for soft rock bedding tunnel Download PDFInfo
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- CN110080782B CN110080782B CN201910393979.6A CN201910393979A CN110080782B CN 110080782 B CN110080782 B CN 110080782B CN 201910393979 A CN201910393979 A CN 201910393979A CN 110080782 B CN110080782 B CN 110080782B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D19/00—Provisional protective covers for working space
- E21D19/04—Provisional protective covers for working space for use in drifting galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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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
Abstract
The invention relates to the field of tunnel support, in particular to a construction method suitable for a soft rock bedding tunnel, which comprises the following steps: s1, excavating core soil of an upper step on a reverse-inclined side, and constructing a first support system; s2, excavating core soil of a reverse-inclined lower step, and constructing a second support system; s3, excavating core soil of an upper step on a forward-inclined side, and applying a third support system; s4, excavating down-dip lower step core soil, and applying a fourth support system; s5, removing the temporary support and constructing a secondary lining. The construction method provided by the invention adopts reasonable excavation steps and supporting structures pertinently aiming at the bias deformation characteristic and the surrounding rock stability difference of the bedding tunnel, can effectively control the deformation during the tunnel construction, gives full play to the self-bearing of the surrounding rock, improves the stability of the surrounding rock, and further reduces the construction risk and the construction cost.
Description
Technical Field
The invention relates to the field of tunnel support, in particular to a construction method suitable for a soft rock bedding tunnel.
Background
The layered soft rock has a wide distribution range in China. When a tunnel is excavated in such a rock stratum, the stratified rock body slides along the rock stratum structure surface, and a bias load is generated on the tunnel supporting structure, and the value of the load is related to factors such as rock stratum characteristics, rock stratum inclination angle, underground water development condition, weak rock stratum structure surface and the like. In recent years, faults of geological bedding bias tunnel frequently occur, and the phenomena of collapse, large deformation, steel frame distortion, primary support, secondary lining cracking and the like sequentially occur in a plurality of railway main lines in the construction and operation stages, so that adverse effects are caused on the construction and operation of the tunnel.
At present, no mature design and construction method exists for the tunnel of the bedding biasing section, and the experience analogy design and the step method construction are mostly adopted. In the construction process, design parameters are adjusted in time according to the deformation condition of the tunnel and monitoring measurement information, and measures such as reinforcing steel frame support, increasing the length and the number of anchor rods, increasing the thickness of sprayed concrete, increasing the thickness of two linings, increasing the reinforcement quantity of the two linings and the like are usually adopted to enhance the deformation resistance of the support structure. For the severely biased areas, methods such as advancing small pipes, advancing pipe sheds and the like are also adopted to improve the surrounding rock conditions. However, the above measures are blind, generally, the support position and parameters are judged by experience, and support measures are not taken according to the stress characteristics of bedding bias voltage.
Disclosure of Invention
The invention aims to: aiming at the problem that no mature design construction method exists for the bedding bias section tunnel in the prior art, the construction method suitable for the soft rock bedding tunnel is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a construction method suitable for a soft rock bedding tunnel comprises the following steps: s1, excavating core soil of an upper step on a reverse-inclined side, and constructing a first support system; s2, excavating core soil of a reverse-inclined lower step, and constructing a second support system; s3, excavating core soil of an upper step on a forward-inclined side, and applying a third support system; s4, excavating down-dip lower step core soil, and applying a fourth support system; s5, removing the temporary support and constructing a secondary lining.
In a preferred embodiment of the present invention, each of the first support system, the second support system, the third support system and the fourth support system includes a system anchor, a steel frame reinforcement layer and a temporary support.
As a preferred embodiment of the present invention, the first support system comprises: constructing a reverse-inclination side arch waist anchor rod and a reverse-inclination side wall anchor rod, constructing a steel frame reinforcing layer, a reverse-inclination side arch waist-forward-inclination side arch foot temporary support upper section, a forward-inclination side arch waist-reverse-inclination side arch bottom temporary support middle section and a side wall temporary support left section, and constructing a locking angle anchor rod at the left side end part of the side wall temporary support left section to fix the side wall temporary support left section.
As a preferred embodiment of the present invention, the second support system comprises: and constructing a reverse-inclination side wall anchor rod and a reverse-inclination arch bottom anchor rod, and constructing a steel frame reinforcing layer and a forward-inclination side arch waist-reverse-inclination side arch foot temporary support lower section.
As a preferred embodiment of the present invention, the third support system comprises: and constructing a forward-tipping arch-waist anchor rod and a forward-tipping side wall anchor rod, constructing a steel frame reinforcing layer, a reverse-tipping arch waist, a forward-tipping arch foot temporary supporting middle section, a side wall temporary supporting middle section and a side wall temporary supporting right section, and constructing a locking angle anchor rod at the right side end part of the side wall temporary supporting right section to fix the side wall temporary supporting middle section and the side wall temporary supporting right section.
As a preferred embodiment of the present invention, the fourth support system comprises: and constructing a forward-tipping arch foot anchor rod and a backward-tipping arch bottom anchor rod, and constructing a steel frame reinforcing layer and a backward-tipping arch waist-forward-tipping arch foot temporary support lower section.
As a preferred embodiment of the present invention, the anti-roll bow-anti-roll arch support is provided for being disposed in a direction perpendicular to the rock formation structural plane.
As a preferred embodiment of the present invention, the angle between the direction of the extension of the forward-inclination arched waist-arch bottom temporary support and the rock stratum structural plane is 45 DEG + phic2; wherein phi iscIs the angle of friction between structural faces of the rock formations.
As a preferred embodiment of the present invention, the side wall temporary supports are arranged in a horizontal direction.
As a preferred embodiment of the present invention, the backward-tipping arch anchor is set to be a 6m long anchor, and the forward-tipping arch foot anchor is set to be a 6m long anchor; the backward-tipping arch-waist anchor rod is arranged along the direction vertical to the rock stratum structural surface, and the forward-tipping arch-foot anchor rod is arranged along the radial direction of the tunnel.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
a reasonable construction method is pertinently adopted according to the bias deformation characteristic and the surrounding rock stability difference of the bedding tunnel, so that the deformation of the tunnel during construction is effectively controlled, the self bearing of the surrounding rock is fully exerted, the stability of the surrounding rock is improved, and the construction risk and the construction cost are reduced. According to the surrounding rock stability characteristics of the bedding tunnel, the forward-tipping surrounding rock is relatively stable relative to the backward-tipping surrounding rock, so that the backward-tipping rock mass is firstly excavated, and then the forward-tipping rock mass is excavated, thereby reducing the disturbance degree of secondary excavation on the surrounding rock with poor stability, and reducing the probability of large deformation and collapse. According to the bias deformation characteristics of the tunnel, the forward-layer tunnel has large opposite displacement among the backward-inclining arch center-forward-inclining arch foot, the forward-inclining arch center-backward-inclining arch bottom and the left and right side walls, so that excessive deformation of the three places is prevented by temporary support and system anchor rods during construction.
Drawings
FIG. 1 is a schematic diagram of the distribution of core soil in the construction method provided by the present invention.
Fig. 2 is a schematic view of a supporting structure in the construction method provided by the invention.
Icon: i, reversely inclining the core soil of the upper step; II, reversely inclining the core soil of the lower step; III, forward-tipping side upper step core soil; IV-forward-tipping lower-step core soil; 10-formation structural plane; 21-a reverse-tipping side arch anchor rod; 22-reverse roll sidewall anchor rods; 23-a reverse-tipping side arch bottom anchor rod; 24-forward-tipping side arch anchor rod; 25-forward roll sidewall anchor rods; 26-a forward-tipping side arch foot anchor rod; 30-steel frame reinforcing layer; 40-backward inclining arch waist-forward inclining arch foot temporary support; 50-forward-tilting side arch waist-backward-tilting side arch bottom temporary support; 60-temporary support of side walls; 40 a-backward leaning side arch waist-forward leaning side arch foot temporary supporting upper section; 40 b-backward inclining arch waist-forward inclining arch foot temporary supporting middle section; 40 c-backward inclining arch waist-forward inclining arch foot temporarily supports the lower section; 50 a-forward-tilting side arch waist-backward-tilting side arch bottom temporary support upper section; 50 b-forward-tilting side arch waist-backward-tilting side arch bottom temporary supporting middle section; 50 c-forward-tilting side arch waist-backward-tilting side arch bottom temporary support lower section; 60 a-side wall temporarily supports the left section; 60 b-side wall temporary support middle section; 60 c-side wall temporarily supports the right section.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Examples
Please refer to fig. 1 and fig. 2. The embodiment of the invention provides a construction method suitable for a soft rock bedding tunnel, which comprises the following steps:
s1, excavating core soil I of an upper step of a reverse-inclined side, and constructing a first support system;
please refer to fig. 1 and fig. 2. Specifically, in step S1, the step of applying the first supporting system includes: constructing a reverse-inclination side arch waist anchor rod 21 and a reverse-inclination side wall anchor rod 22, constructing a steel frame reinforcing layer 30, a reverse-inclination side arch waist-forward-inclination side arch foot temporary support upper section 40a, a forward-inclination side arch waist-reverse-inclination side arch bottom temporary support upper section 50a, a forward-inclination side arch waist-reverse-inclination side arch bottom temporary support middle section 50b and a side wall temporary support left section 60a, and constructing a locking angle anchor rod 70 at the left side end part of the side wall temporary support left section 60a to fix the same;
referring to fig. 2, the reverse tilt sidewall anchor 22 applied in step S1 is: the reverse-roll sidewall anchor 22 in the first support system, i.e., a portion of the reverse-roll sidewall anchor 22 corresponding to the position of the reverse-roll upper step core soil I.
S2, excavating core soil II of the reverse-inclined lower step, and constructing a second support system;
specifically, in step S2, the second supporting system includes: constructing a reverse-inclination side wall anchor rod 22 and a reverse-inclination arch bottom anchor rod 23, and constructing a steel frame reinforcing layer 30 and a forward-inclination arch waist-reverse-inclination arch foot temporary supporting lower section 50 c;
referring to fig. 2, the reverse tilt sidewall anchor 22 applied in step S2 is: the reverse-roll sidewall anchor rods 22 in the second support system, i.e., a portion of the reverse-roll sidewall anchor rods 22 corresponding to the position of the reverse-roll lower step core soil ii.
S3, excavating down-dip step core soil III, and constructing a third support system;
specifically, in step S3, the third supporting system includes: constructing a forward-tipping arch-waist anchor rod 24 and a forward-tipping side wall anchor rod 25, constructing a steel frame reinforcing layer 30, a reverse-tipping arch-forward-tipping arch foot temporary supporting middle section 40b, a side wall temporary supporting middle section 60b, a side wall temporary supporting right section 60c, and constructing a locking angle anchor rod 70 at the right side end part of the side wall temporary supporting right section 60c to fix the side wall temporary supporting middle section and the side wall temporary supporting right section;
referring to fig. 2, the anti-roll arch bottom anchor 23 applied in step S3 is: and a backward-inclining arch bottom anchor rod 23 in the third support system, namely, the backward-inclining arch bottom anchor rod 23 corresponding to the position of the core soil III of the forward-inclining upper step.
S4, excavating down-dip lower step core soil, and applying a fourth support system;
specifically, in step S4, the fourth supporting system includes: constructing a forward-tipping side arch foot anchor rod 26 and a reverse-tipping side arch bottom anchor rod 23, and constructing a steel frame reinforcing layer 30 and a reverse-tipping side arch waist-forward-tipping side arch foot temporary supporting lower section 40 c;
referring to fig. 2, the anti-roll arch bottom anchor 23 applied in step S4 is: and a backward-inclining arch bottom anchor rod 23 in the fourth support system, namely, the backward-inclining arch bottom anchor rod 23 corresponding to the position of the forward-inclining lower step core soil IV.
S5, removing the temporary support and constructing a secondary lining.
In the construction method suitable for the soft rock bedding tunnel, the backward-inclining arch-shaped anchor rod 21 and the forward-inclining arch foot anchor rod 26 adopt long anchor rods with the length of 6m, the backward-inclining arch-shaped anchor rod 21 is arranged along the direction vertical to the rock stratum structural surface 10, and the forward-inclining arch foot anchor rod 26 is arranged along the radial direction. The other positions adopt 4m anchor rods, the anti-tipping side wall anchor rods 22 and the anti-tipping side wall anchor rods 25 are arranged along the horizontal direction, the anti-tipping arch-waist anchor rods 24 are arranged along the vertical direction, and the anti-tipping arch-bottom anchor rods 23 are arranged along the radial direction of the tunnel. The length of anchor rod accords with the plastic zone distribution rule in same direction as layer tunnel, and the anchor rod direction has been avoided being on a parallel with rock stratum structural plane direction and has leaded to the anchor rod inefficacy, has compromise the construction convenience simultaneously again.
According to the bias deformation characteristics of the tunnel, the tunnel in the same layer generates large opposite displacement between the opposite-inclining arch waist-opposite-inclining arch foot, the opposite-inclining arch waist-opposite-inclining arch bottom and the side walls at the left and the right, so that the opposite-inclining arch waist-opposite-inclining arch foot temporary support 40, the opposite-inclining arch waist-arch bottom temporary support 50 and the side wall temporary support 60 are arranged to control the excessive deformation at the positions. The temporary supports are made of section steel, the backward-inclining arch waist-forward-inclining arch foot temporary supports 40 are arranged in the direction perpendicular to the rock stratum structural plane 10, the included angle between the extension line of the forward-inclining arch waist-arch bottom temporary support 50 and the rock stratum structural plane 10 is 45 degrees + phi c/2, and phi c is the friction angle between the rock stratum structural planes. The side wall temporary supports 60 are disposed in a horizontal direction.
After the construction is finished, the first support system, the second support system, the third support system and the fourth support system jointly form a support system in the tunnel construction period.
The construction method suitable for the soft rock bedding tunnel provided by the embodiment of the invention has the beneficial effects that:
by adopting a reasonable construction method according to the bias deformation characteristics and the surrounding rock stability difference of the bedding tunnel, the self-bearing of the surrounding rock can be fully exerted, the stability of the surrounding rock is improved, the deformation of the tunnel in the construction period is effectively controlled, and therefore the construction risk and the construction cost are reduced;
according to the surrounding rock stability characteristics of the bedding tunnel, the forward-tipping surrounding rock is relatively stable relative to the backward-tipping surrounding rock, so that the backward-tipping rock mass is excavated firstly, and then the forward-tipping rock mass is excavated, so that the disturbance degree of secondary excavation on the surrounding rock with poor stability is reduced, and the probability of large deformation and collapse is reduced;
according to the bias deformation characteristics of the tunnel, the forward-layer tunnel has large opposite displacement among the backward-inclining arch center-forward-inclining arch foot, the forward-inclining arch center-backward-inclining arch bottom and the left and right side walls, so that excessive deformation of the three places is prevented by temporary support and system anchor rods during construction.
It should be noted that directional indicators such as "left" and "right" in the embodiments of the present invention are shown in the drawings of the specification, and are for convenience of simplifying the description of the embodiments of the present invention, rather than indicating that the left section or the right section must be constructed first in the construction process. In an actual construction process, based on the principle of the present invention, when the inclination directions of the rock strata are different, a person skilled in the art can adaptively adjust the left and right sequence of the construction.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (7)
1. A construction method suitable for a soft rock bedding tunnel is characterized by comprising the following steps:
s1, excavating core soil of an upper step of a backward-inclining side, constructing a first support system, which comprises a backward-inclining arch waist anchor rod and a backward-inclining side wall anchor rod, constructing a steel frame reinforcing layer, a backward-inclining arch waist, a forward-inclining arch foot temporary support upper section, a forward-inclining arch waist, a backward-inclining arch bottom temporary support middle section and a side wall temporary support left section, and constructing a locking angle anchor rod at the left side end part of the side wall temporary support left section to fix the side wall temporary support upper section;
s2, excavating core soil of a lower step of the backward-inclining side, and constructing a second support system which comprises a backward-inclining side wall anchor rod and a backward-inclining arch bottom anchor rod, and constructing a steel frame reinforcing layer and a forward-inclining arch waist-backward-inclining arch foot temporary support lower section;
s3, excavating core soil of an upper step on the forward-inclining side, constructing a third support system, wherein the third support system comprises a forward-inclining arch waist anchor rod and a forward-inclining side wall anchor rod, a steel frame reinforcing layer and a reverse-inclining arch waist-forward-inclining arch foot temporary support middle section, a side wall temporary support middle section and a side wall temporary support right section, and constructing a locking angle anchor rod at the right side end part of the side wall temporary support right section to fix the side wall temporary support middle section and the side wall temporary support right section;
s4, excavating down-dip lower step core soil, and applying a fourth support system;
s5, removing the temporary support and constructing a secondary lining;
wherein, the side wall stock that heels backward all sets up along the horizontal direction with the side wall stock that heels forward, and the side of heeling forward encircles the waist stock and sets up along vertical direction, and the side of heeling backward encircles the bottom stock and sets up along the radial direction in tunnel.
2. The construction method suitable for the soft rock bedding tunnel according to claim 1, wherein the first support system, the second support system, the third support system and the fourth support system comprise anchor rods, steel frame reinforcing layers and temporary supports.
3. The construction method suitable for the soft-rock bedding tunnel according to claim 1, wherein the step of constructing the fourth support system comprises:
and constructing a forward-tipping arch foot anchor rod and a backward-tipping arch bottom anchor rod, and constructing a steel frame reinforcing layer and a backward-tipping arch waist-forward-tipping arch foot temporary support lower section.
4. The construction method for the soft-rock bedding tunnel according to claim 3, wherein the anti-roll haunch-anti-roll back haunch temporary supports are provided for being arranged in a direction perpendicular to a rock formation structural plane.
5. The method as claimed in claim 3, wherein the angle between the direction of the extension line of the down-dip arched waist-arched bottom temporary support and the rock structural plane is 45 ° + Φc/2；
Wherein phi iscIs the angle of friction between structural faces of the rock formations.
6. The construction method for the soft rock bedding tunnel according to claim 3, wherein the side wall temporary supports are arranged in a horizontal direction.
7. The construction method suitable for the soft rock bedding tunnel according to claim 2, wherein the backward-inclining arch anchor rod is set to be a 6m long anchor rod, and the forward-inclining arch foot anchor rod is set to be a 6m long anchor rod;
the anti-tipping side arch waist anchor rod is arranged along the direction perpendicular to the rock stratum structural surface, and the forward tipping side arch foot anchor rod is arranged along the radial direction of the tunnel.
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| CN110761811A (en) * | 2019-10-27 | 2020-02-07 | 西南交通大学 | Layered soft rock tunnel asymmetric supporting structure and construction method |
| CN112963187B (en) * | 2021-03-18 | 2022-03-22 | 东北大学 | Tunnel large-deformation targeted supporting method controlled by structural stress and bedding |
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| JPH0673985A (en) * | 1992-08-26 | 1994-03-15 | Kyowa Exeo Corp | Large sectional shield excavation method |
| CN103775092B (en) * | 2014-01-09 | 2016-01-20 | 长业建设集团有限公司 | Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction |
| CN104047623B (en) * | 2014-06-06 | 2016-07-13 | 同济大学 | A kind of big across cavern excavation construction method |
| CN204827464U (en) * | 2015-07-29 | 2015-12-02 | 上海市隧道工程轨道交通设计研究院 | System is strutted to large cross -section tunnel suitable for steep dip beded rock mass |
| CN206111199U (en) * | 2016-10-17 | 2017-04-19 | 中铁五局集团第五工程有限责任公司 | Weak surrounding rock super large section tunnel excavation and support structure |
| CN107859523A (en) * | 2017-12-12 | 2018-03-30 | 吉林大学 | A kind of asymmetric supporting construction of Unevenly-pressured shallow tunnel and construction method |
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