CN109826632B - Large deformation control method for weak broken carbonaceous shale single-line tunnel - Google Patents
Large deformation control method for weak broken carbonaceous shale single-line tunnel Download PDFInfo
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Abstract
The invention discloses a large deformation control method for a weak broken carbonaceous shale single-line tunnel, which is based on a three-step excavation method, and adopts a small conduit to perform grouting reinforcement on surrounding rock at an arch part to serve as a forepoling; long anchor rods are arranged at the arch springing and the side wall, and certain pretightening force is applied to control the horizontal convergence of the tunnel; 3 sections of I-shaped steel which is connected end to end are adopted between adjacent steel arches as longitudinal connecting pieces for improving the integrity of the steel arches, and the foot-locking anchor pipe is welded with the steel arches through a positioning ring. The method can ensure the safety of the primary support structure of the weak broken carbon shale single-line tunnel, can avoid the cracking of the steel arch frame joint to form a longitudinal crack caused by the local overlarge stress of the primary support structure, reduces the primary support settlement displacement caused by the excavation of the lower step, achieves the purposes of no limit invasion and no arch change, and solves the problem of large deformation control of the weak broken carbon shale single-line tunnel.
Description
Technical Field
The invention belongs to the field of tunnel engineering, and particularly relates to a large deformation control method for a weak broken carbonaceous shale single-line tunnel.
Background
The carbonaceous shale mainly comprises clay minerals and organic matters which are weakly consolidated, is formed by extrusion, dehydration, recrystallization and cementation in the crustal movement, has joint development, is in a thin-layer structure, is brittle in lithology, weak in lithology, easy to be weathered into fragments and low in strength. For a single-line tunnel, the section shape is mostly in a horseshoe shape with the height larger than the span, the mechanical property of the primary supporting structure of the section shape is poor under the condition of weak and broken carbonaceous shale, and the most outstanding problems are that the settlement and convergence displacement is large, the horizontal direction is the dominant deformation direction, the steel arch center joint in the arch springing and side wall range is easy to crack, and further the sprayed concrete cracks to form longitudinal cracks; meanwhile, the excavation of the lower step can cause the primary support to lose the supporting foundation and hang in the air, so that the steel arch frame and the sprayed concrete sink; excessive horizontal convergence displacement and primary support sinking caused by excavation of lower steps are easy to cause large deformation of the tunnel.
The existing tunnel large deformation control method mostly adopts a strong support concept and a support concept of giving first and resisting later, for example, the thickness of sprayed concrete is increased, the rigidity of a steel arch is increased, the distance between the steel arches is reduced, the reserved deformation is increased, and the like, a certain control effect is obtained, but the large deformation control problem of the weak broken carbonaceous shale single-line tunnel is not well solved, so that the method is necessary to combine the characteristics of the weak broken carbonaceous shale stratum and the stress characteristics of a single-line tunnel support structure, mainly control the horizontal convergence displacement of the tunnel and the primary support subsidence caused by the excavation of lower steps, research and develop a corresponding tunnel large deformation control method, and achieve the purposes of not invading limit and not changing arch.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a large deformation control method for a single-line tunnel of a weak broken carbonaceous shale stratum, aiming at the characteristics of the weak broken carbonaceous shale stratum and the stress characteristics of a single-line tunnel supporting structure, and solving the large deformation control problem.
In order to achieve the above purpose, the invention adopts the technical scheme that:
the scheme provides a large deformation control method for a weak broken carbonaceous shale single-line tunnel, which comprises the following steps:
s1, grouting and reinforcing surrounding rock at the arch part of the tunnel by using a small guide pipe to serve as a forepoling;
s2, excavating an upper step, a middle step, a lower step and an inverted arch according to a three-step excavation method;
s3, erecting steel arches after excavation of each part is completed, spraying concrete after the erection is completed, respectively drilling locking anchor pipes and welding longitudinal connecting pieces on the steel arches of the upper step and the middle step, and constructing long anchor rods on the middle step;
s4, laying a waterproof board on the surface of the primary support;
and S5, using the template trolley to perform secondary lining, thereby completing the construction of the weak crushed carbonaceous shale single-line tunnel.
Further, each ring in the tunnel arch in the step S1 includes 23 small advanced grouting pipes, the distance between the small advanced grouting pipes along the tunnel excavation contour line is 40-50cm, and the external insertion angle of the small advanced grouting pipes is 10-15 degrees, wherein a single length of each small advanced grouting pipe is 4-6 m.
Still further, the steel arch in step S3 is formed by splicing i-steel segments, and includes a steel arch a unit, a steel arch B unit, a steel arch C unit, a steel arch D unit, a steel arch E unit, and a steel arch F unit, and the adjacent i-steel segments are connected by bolts.
Still further, the step S3 includes the following steps:
s3-1, erecting a steel arch A unit and a steel arch B unit on the upper step according to the excavated upper step, spraying concrete after the concrete is finished, welding a longitudinal connecting piece, and constructing 2 rows of 8 lockpin anchor pipes on the steel arch of the upper step;
s3-2, erecting a steel arch C unit on the middle step according to the excavated middle step, connecting the steel arch C unit to a steel arch B unit, spraying concrete after the concrete is finished, welding a longitudinal connecting piece, and arranging 2 rows of 8 lockpin anchor pipes on the steel arch of the middle step and constructing long anchor rods;
s3-3, erecting a steel arch D unit on the lower step according to the excavated lower step, connecting the steel arch D unit to the steel arch C unit, and spraying concrete after the steel arch D unit is connected to the steel arch C unit;
and S3-4, erecting a steel arch frame E unit and a steel arch frame F unit on the inverted arch according to the inverted arch after excavation, and spraying concrete after the construction is finished, so that the construction of an upper step, a middle step, a lower step and the inverted arch is finished.
Still further, the longitudinal connecting piece is welded on the web plate of the adjacent I-shaped steel.
Still further, longitudinal connector with be 45 degrees contained angles between the steel bow member, just longitudinal connector unilateral is 3 sections end to end's I-steel, and wherein, 2 sections I-steel along tunnel excavation direction downward slopes, and 1 section I-steel is contrary tunnel excavation direction downward slope to be located the intermediate position of 3 sections end to end's I-steel.
Still further, the lockdown anchor pipe in the step S3 is connected with the steel arch frame through a positioning ring, and the lockdown anchor pipe passes through the positioning ring and is welded with the positioning ring, wherein the positioning ring is welded on flanges at two sides of the steel arch frame.
And furthermore, in the step S3, the long anchor rods are constant-resistance large-deformation anchor rods and are arranged at the side walls and the arch walls of the tunnel.
Still further, the length L expression of the long anchor rod is as follows:
the length L expression of the long anchor rod is as follows:
L＝T+lmin
wherein L is the length of the long anchor rod, T is the thickness of the loosening ring, LminTo a minimum anchoring length, R1At the maximum loosening coil radius, R0Is the equivalent radius of the tunnel, a is the horizontal span of the tunnel, b is the vertical height of the tunnel, lambda is the lateral pressure system, H is the buried depth of the tunnel, gamma is the volume weight of the surrounding rock, c is the cohesive force of the surrounding rock,
the internal friction angle of the surrounding rock is shown, k is a safety coefficient, P is a designed axial tension value of the anchor rod, d is the radius of the anchor rod, and tau is average shear stress.
The invention has the beneficial effects that:
(1) based on the characteristics of the weak broken carbonaceous shale stratum and the stress characteristics of the single-line tunnel supporting structure, the single-line tunnel supporting structure is suitable for the single-line tunnel with the height larger than the span under the condition of the weak broken carbonaceous shale, and under the action of a self-weight stress field, the surrounding rock plastic zone depth of the side wall part in the tunnel section form is far larger than that of a top arch part and an inverted arch part; the large deformation control method is based on a three-step excavation method, and small guide pipes are adopted to perform grouting on arch parts to reinforce surrounding rocks to serve as advanced supports; long anchor rods are arranged at the arch springing and the side wall, and certain pretightening force is applied to control the horizontal convergence of the tunnel; 3 sections of I-shaped steel which is connected end to end are adopted between adjacent steel arches as longitudinal connecting pieces for improving the integrity of the steel arches, and the foot-locking anchor pipe is welded with the steel arches through a positioning ring and used for reducing the primary support settlement displacement during the excavation of the lower step;
(2) the long anchor rods adopted in the invention are constant-resistance large-deformation anchor rods, so that the anchor rods have larger deformation to adapt to the deformation of surrounding rocks without being damaged, sufficient supporting resistance is always provided, the long anchor rods are only arranged at the side walls and the arch foot parts of the tunnel, the anchor rods at the arch part are eliminated, namely the long anchor rods are arranged in the dominant direction of the convergence deformation of the tunnel, the number of the anchor rods is reduced, and the cost is saved;
(3) according to the invention, 3 sections of I-shaped steel which is connected end to end are adopted on one side between adjacent steel arches, so that the connection positions of two adjacent groups of longitudinal connecting pieces are effectively ensured to be uniformly distributed, the stress positions are dispersed, and the integrity of the steel arches is improved;
(4) the locking anchor pipe is welded with the steel arch frame through the positioning ring, so that the primary support settlement displacement during the excavation of the lower step is reduced, and the stability is improved.
Drawings
FIG. 1 is a flow chart of the method of the present invention.
Fig. 2 is a schematic diagram of the weak broken surrounding rock large deformation tunnel supporting system of the invention.
FIG. 3 is a distribution diagram of a plasticity area of surrounding rock under the action of a self-weight stress field.
Fig. 4 is a sectional view of the steel arch of the present invention.
Fig. 5 is a schematic view of the longitudinal connecting member of the steel arch of the present invention.
FIG. 6 is a schematic view of the connection between the lock leg anchor tube and the steel arch frame according to the present invention.
The method comprises the following steps of 1-shotcrete, 2-steel arch, 3-long anchor rods, 4-advanced grouting small guide pipes, 5-locking anchor pipes, 6-steel arch A units, 7-steel arch B units, 8-steel arch C units, 9-steel arch D units, 10-steel arch E units, 11-steel arch F units, 12-longitudinal connecting pieces and 13-positioning rings.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate the understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and it will be apparent to those skilled in the art that various changes may be made without departing from the spirit and scope of the invention as defined and defined in the appended claims, and all matters produced by the invention using the inventive concept are protected.
Examples
The invention discloses a large deformation control method of a weak broken carbonaceous shale single-line tunnel, which is suitable for the single-line tunnel with the height larger than the span under the condition of the weak broken carbonaceous shale, as shown in figure 3, under the action of a self-weight stress field, the surrounding rock plastic region depth of the side wall part in the form of a tunnel section is far larger than that of a top arch part and an inverted arch part; the large deformation control method is based on a three-step excavation method, and small guide pipes are adopted to perform grouting on arch parts to reinforce surrounding rocks to serve as advanced supports; long anchor rods are arranged at the arch springing and the side wall, and certain pretightening force is applied to control the horizontal convergence of the tunnel; 3 sections of I-shaped steel which is connected end to end are adopted between adjacent steel arches as longitudinal connecting pieces for improving the integrity of the steel arches, and the foot-locking anchor pipe is welded with the steel arches through a positioning ring and used for reducing primary support settlement displacement during excavation of lower steps.
As shown in fig. 1-2, the method for controlling large deformation of a weak broken carbonaceous shale single-line tunnel provided by the invention comprises the following implementation steps:
s1, grouting and reinforcing surrounding rock at the arch part of the tunnel by using a small guide pipe to serve as a forepoling;
s2, excavating an upper step, a middle step, a lower step and an inverted arch according to a three-step excavation method;
s3, erecting a steel arch after excavation is finished in each section, spraying concrete after the erection is finished, respectively constructing a locking anchor pipe and welding a longitudinal connecting piece on the steel arch of the upper step and the middle step, constructing a long anchor rod on the middle step, and the implementation steps are as follows:
s3-1, erecting a steel arch A unit and a steel arch B unit on the upper step according to the excavated upper step, spraying concrete after the concrete is finished, welding a longitudinal connecting piece, and constructing 2 rows of 8 lockpin anchor pipes on the steel arch of the upper step;
s3-2, erecting a steel arch C unit on the middle step according to the excavated middle step, connecting the steel arch C unit to a steel arch B unit, spraying concrete after the concrete is finished, welding a longitudinal connecting piece, and arranging 2 rows of 8 lockpin anchor pipes on the steel arch of the middle step and constructing long anchor rods;
s3-3, erecting a steel arch D unit on the lower step according to the excavated lower step, connecting the steel arch D unit to the steel arch C unit, and spraying concrete after the steel arch D unit is connected to the steel arch C unit;
s3-4, erecting a steel arch frame E unit and a steel arch frame F unit on the inverted arch according to the inverted arch after excavation, and spraying concrete after the construction is finished, so that the construction of an upper step, a middle step, a lower step and the inverted arch is finished;
s4, laying a waterproof board on the surface of the primary support;
and S5, using the template trolley to perform secondary lining, thereby completing the construction of the weak crushed carbonaceous shale single-line tunnel.
In this embodiment, long stock 3 that adopts is the stock that warp greatly of constant resistance, guarantee that the stock has great deflection in order to adapt to the deformation of country rock and the stock is not damaged, provide sufficient supporting resistance all the time, long stock 3 is beaten and is established the back and apply the not hard up of certain pretightning force in order to control the country rock immediately, long stock 3 only lays at tunnel side wall and hunch foot position, cancel the stock of hunch portion, arrange the dominant direction at tunnel convergence deformation promptly, still can reduce the quantity of stock, stock length should exceed the loose circle scope and get into firm country rock certain length in order to guarantee the anchor effect, its length can be calculated according to country rock loose circle thickness and minimum anchor length, concrete calculation process is as follows:
the length L expression of the long anchor rod is as follows:
L＝T+lmin
wherein L is the length of the long anchor rod, T is the thickness of the loosening ring, LminTo a minimum anchoring length, R1At the maximum loosening coil radius, R0Is the equivalent radius of the tunnel, a is the horizontal span of the tunnel, b is the vertical height of the tunnel, lambda is the lateral pressure system, H is the buried depth of the tunnel, gamma is the volume weight of the surrounding rock, c is the cohesive force of the surrounding rock,
the internal friction angle of the surrounding rock is defined, k is a safety coefficient, P is a designed axial tension value of the anchor rod, d is the radius of the anchor rod, and tau is average shear stress; the length of the anchor rod can be properly lengthened on the basis in the construction process, and the length of the anchor rod is generally more than 7 m.
In the embodiment, the surrounding rock is reinforced by grouting through the small guide pipe 2 according to the arch part of the tunnel to serve as a forepoling; excavating an upper step, a middle step, a lower step and an inverted arch according to a three-step excavation method; erecting a steel arch frame 2 after excavation of each part is finished, spraying concrete 1 after the erection is finished, respectively arranging a locking anchor pipe 5 and welding a longitudinal connecting piece 12 on the steel arch frame 2 of the upper step and the middle step, and constructing a long anchor rod 3 on the middle step; laying a waterproof plate on the surface of the primary support; and (4) utilizing the template trolley to construct a secondary lining to finish the construction of the weak broken carbonaceous shale single-line tunnel. The surrounding rock support is generally divided into primary support and secondary lining, the secondary lining is generally a concrete or reinforced concrete structure, the support form immediately after excavation before the secondary lining is constructed is called primary support, and the support form generally comprises the forms of shotcrete, shotcrete plus anchor rods, shotcrete anchor rods and steel frame combined support and the like. As shown in fig. 4, the adopted steel arch 2 is formed by splicing h-shaped steel sections, and comprises a steel arch A unit 6, a steel arch B unit 7, a steel arch C unit 8, a steel arch D unit 9, a steel arch E unit 10 and a steel arch F unit 11, wherein adjacent h-shaped steels are connected through bolts; as shown in fig. 5, the longitudinal connecting members 12 between the adjacent steel arch frames 2 are i-beams, welded to the web of the i-beams, and disposed at both sides of the tunnel to connect the adjacent steel arch frame B units 7 and the steel arch frame C units 8, the longitudinal connecting members 12 between the steel arch frame B units 7 are located at the upper step, and the longitudinal connecting members 12 between the steel arch frame C units 8 are located at the middle step; the included angle between the longitudinal connecting pieces 12 and the steel arch frames 2 is 45 degrees, and the single side between the adjacent steel arch frames 2 is 3 sections of I-steel which is connected end to end, wherein the 2 sections of I-steel are inclined downwards along the excavation direction, and the 1 section of I-steel is inclined downwards against the excavation direction and is positioned in the middle position, so that the connecting positions of the two adjacent groups of longitudinal connecting pieces 12 are ensured to be uniformly distributed, the stress positions are dispersed, and the integrity of the steel arch frames 2 is improved; as shown in fig. 6, the locking anchor pipe 5 is connected with the steel arch 2 through a positioning ring 13, the positioning ring 13 is welded on the flanges at two sides of the steel arch 2, the locking anchor pipe 5 passes through the positioning ring 13 and is welded on the positioning ring 13, and the striking angle of the locking anchor pipe 5 is ensured.
The large deformation control method can ensure the safety of the primary support structure of the weak broken carbon shale single-line tunnel, can avoid the longitudinal cracks formed by the cracking of the steel arch frame joint due to the overlarge local stress of the primary support structure, reduces the primary support settlement displacement caused by the excavation of the lower step, achieves the purposes of no limit invasion and no arch change, and solves the large deformation control problem of the weak broken carbon shale single-line tunnel.
Claims (3)
1. A large deformation control method for a weak broken carbonaceous shale single-line tunnel is characterized by comprising the following steps:
s1, grouting and reinforcing surrounding rock at the arch part of the tunnel by using a small guide pipe to serve as a forepoling;
each ring in the tunnel arch in the step S1 comprises 23 advanced grouting small pipes, the distance between the advanced grouting small pipes along the tunnel excavation contour line is 40-50cm, the external insertion angle of each advanced grouting small pipe is 10-15 degrees, and the length of each advanced grouting small pipe is 4-6 m;
s2, excavating an upper step, a middle step, a lower step and an inverted arch according to a three-step excavation method;
s3, erecting steel arches after excavation of each part is completed, spraying concrete after the erection is completed, respectively drilling locking anchor pipes and welding longitudinal connecting pieces on the steel arches of the upper step and the middle step, and constructing long anchor rods on the middle step;
the length L expression of the long anchor rod is as follows:
L＝T+lmin
in the formula, L is the length of the long anchor rod, T is the thickness of the loosening ring, LminTo a minimum anchoring length, R1At the maximum loosening coil radius, R0Is the equivalent radius of the tunnel, a is the horizontal span of the tunnel, b is the vertical height of the tunnel, lambda is the lateral pressure system, H is the buried depth of the tunnel, gamma is the volume weight of the surrounding rock, c is the cohesive force of the surrounding rock,
the internal friction angle of the surrounding rock, k is a safety coefficient, P is a designed axial tension value of the anchor rod, and d is the anchorThe rod radius, τ, is the mean shear stress;
the step S3 includes the following steps:
s3-1, erecting a steel arch A unit and a steel arch B unit on the upper step according to the excavated upper step, spraying concrete after the concrete is finished, welding a longitudinal connecting piece, and constructing 2 rows of 8 lockpin anchor pipes on the steel arch of the upper step;
s3-2, erecting a steel arch C unit on the middle step according to the excavated middle step, connecting the steel arch C unit to a steel arch B unit, spraying concrete after the concrete is finished, welding a longitudinal connecting piece, and arranging 2 rows of 8 lockpin anchor pipes on the steel arch of the middle step and constructing long anchor rods;
s3-3, erecting a steel arch D unit on the lower step according to the excavated lower step, connecting the steel arch D unit to the steel arch C unit, and spraying concrete after the steel arch D unit is connected to the steel arch C unit;
s3-4, erecting a steel arch frame E unit and a steel arch frame F unit on the inverted arch according to the inverted arch after excavation, and spraying concrete after the construction is finished, so that the construction of an upper step, a middle step, a lower step and the inverted arch is finished;
an included angle of 45 degrees is formed between the longitudinal connecting piece and the steel arch frame, and the single side of the longitudinal connecting piece is provided with 3 sections of I-beams which are connected end to end, wherein 2 sections of I-beams are inclined downwards along the tunnel excavation direction, 1 section of I-beam is inclined downwards opposite to the tunnel excavation direction, and the I-beam is positioned in the middle of the 3 sections of I-beams which are connected end to end;
the steel arch is formed by splicing I-shaped steel sections and comprises a steel arch A unit, a steel arch B unit, a steel arch C unit, a steel arch D unit, a steel arch E unit and a steel arch F unit, wherein adjacent I-shaped steel sections are connected through bolts;
in the step S3, the long anchor rods are constant-resistance large-deformation anchor rods and are arranged at the side walls and the arch walls of the tunnel;
s4, laying a waterproof board on the surface of the primary support;
and S5, using the template trolley to perform secondary lining, thereby completing the construction of the weak crushed carbonaceous shale single-line tunnel.
2. The method for controlling the large deformation of the weak crushed carbonaceous shale single-line tunnel according to claim 1, wherein the longitudinal connecting piece is welded on the web plate of the adjacent I-shaped steel.
3. The method for controlling large deformation of a weak crushed carbonaceous shale single-line tunnel according to claim 1, wherein the lockdown anchor pipe is connected with the steel arch through a positioning ring in the step S3, and the lockdown anchor pipe passes through the positioning ring and is welded with the positioning ring, wherein the positioning ring is welded on flanges on two sides of the steel arch.
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| CN110130948A (en) * | 2019-06-19 | 2019-08-16 | 中铁十九局集团第六工程有限公司 | A kind of two steps band inverted arch quick closure tunnel support structure and its construction method |
| CN111005741B (en) * | 2019-12-31 | 2021-04-06 | 盾构及掘进技术国家重点实验室 | Support device and method for tunnel waist part of broken stratum |
| CN111691895A (en) * | 2020-06-28 | 2020-09-22 | 中铁十八局集团有限公司 | Soft-crushing movable large-bias-pressure wet carbonaceous shale tunnel soft-hard double-layer primary support excavation method |
| CN112943327A (en) * | 2021-02-08 | 2021-06-11 | 浙江数智交院科技股份有限公司 | Underground chamber active controllable yielding support system and method for stratum support |
| CN113074003B (en) * | 2021-04-30 | 2023-08-25 | 中铁二十局集团第六工程有限公司 | Small clear distance tunnel deformation inhibition method for argillaceous sandstone stratum |
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| CN104405399B (en) * | 2014-09-18 | 2017-05-31 | 中铁建大桥工程局集团第二工程有限公司 | One kind passes through drift sand stratum tunnel excavation support body engineering method |
| CN104847374B (en) * | 2015-04-24 | 2017-05-31 | 长安大学 | Large-deformation tunnel in soft rock support system and its construction method |
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