CN212202065U - Tunnel structure suitable for composite stratum with upper soft layer and lower hard layer - Google Patents
Tunnel structure suitable for composite stratum with upper soft layer and lower hard layer Download PDFInfo
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- CN212202065U CN212202065U CN202020948331.9U CN202020948331U CN212202065U CN 212202065 U CN212202065 U CN 212202065U CN 202020948331 U CN202020948331 U CN 202020948331U CN 212202065 U CN212202065 U CN 212202065U
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Abstract
The utility model provides a tunnel structure suitable for a composite stratum with soft upper part and hard lower part, which comprises a composite lining wall, a separation beam, a vertical lining wall, an inverted arch and a leakage-proof system, wherein the composite lining wall is fixedly connected with a soft stratum of a tunnel; the separation beams are arranged in two groups, and each separation beam is arranged at the boundary position of a soft stratum and a hard stratum in the roadway; each partition beam is respectively and fixedly connected with the bottom end of the composite lining wall; the vertical lining walls are provided with two surfaces and are respectively and fixedly connected with the partition beams; the inverted arch is arranged at the bottom of the roadway; the inverted arches are respectively connected with the vertical lining walls; the leakage-proof system is respectively arranged between the vertical lining wall and the side wall of the roadway, on the inverted arch and in the composite lining wall, and is used for treating the underground water in the roadway. The utility model provides a tunnel structure and construction method suitable for hard composite stratum under soft have improved construction safety nature, have solved the difficult problem that gets concurrently of soft composite stratum department tunnel structure design construction and cost control.
Description
Technical Field
The utility model belongs to the technical field of tunnel engineering, more specifically say, relate to a tunnel structure suitable for hard composite stratum under soft.
Background
When tunnel and underground engineering develop towards the deep part, the upper stratum is softer and the lower stratum is relatively hard at the excavation section, and the composite stratum is the upper soft and lower hard composite stratum.
When the tunnel is constructed in the stratum, the bearing capacity of surrounding rock at the upper part is poor and difficult to self-stabilize, the arch part is easy to collapse during excavation, and the construction safety risk is extremely high; the surrounding rock at the lower part is extremely hard and difficult to excavate, and the existing tunnel structure and construction method are difficult to adapt to the composite stratum with soft upper part and hard lower part, so that some tunnel structures suitable for the composite stratum with soft upper part and hard lower part and construction methods thereof need to be provided.
The existing tunnel structure and construction method have the following problems when being applied to a composite stratum with a soft upper part and a hard lower part:
1. the upper soft stratum of the tunnel is reinforced and supported insufficiently, so that the upper soft stratum is easy to excessively subside or even collapse;
2. at the junction of soft and hard stratums, water seepage and water gushing in the tunnel construction process and water seepage and water leakage in the tunnel operation process are easily caused;
3. the lower hard stratum is difficult to excavate by using machinery, blasting construction needs to be adopted, and the blasting construction can cause problems of vibration, even shattering, collapse and the like to the upper tunnel;
4. if the tunnel structure is designed according to the full-section soft stratum, the cost is overhigh; if the design is designed according to a full-fracture hard stratum, the upper soft stratum is destabilized and collapsed.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a tunnel structure and construction method suitable for hard composite stratum under soft, when aiming at solving and adopting current tunnel structure and construction method to construct, the soft stratum in upper portion produces easily and subsides too big or even collapse, and the hard stratum in lower part is difficult to be under construction, and current tunnel structure and construction method are difficult to be applicable to the technical problem on hard composite stratum under soft.
In order to achieve the above object, the utility model adopts the following technical scheme: the tunnel structure suitable for the composite stratum with the upper soft part and the lower hard part comprises:
the composite lining wall is of an arch structure and is used for fixedly connecting with a soft stratum of a roadway;
the separation beams are arranged in two groups, and each separation beam is arranged at the boundary position of a soft stratum and a hard stratum in the roadway; the upper end of each partition beam is fixedly connected with the bottom end of the composite lining wall;
the vertical lining walls are provided with two surfaces, and each vertical lining wall is fixedly connected with the lower end of each partition beam and used for supporting and blocking surrounding rocks of a hard stratum of the roadway;
the inverted arch is arranged at the bottom of the roadway; two ends of the inverted arch are respectively and fixedly connected with each vertical lining wall; and
and the leakage-proof systems are respectively arranged between the vertical lining wall and the side wall of the roadway, on the inverted arch and in the composite lining wall and are used for collecting underground water in the roadway and discharging the underground water.
As another embodiment of the present application, the composite masonry wall includes:
primary support, fixedly connecting with the soft stratum of the roadway by means of an anchor rod; and
the secondary lining wall is fixedly connected with one side of the primary support, which is far away from the soft stratum of the roadway; and two ends of the secondary lining wall are respectively and fixedly connected with the partition beams.
As another embodiment of the present application, the leakage prevention system includes:
the first drainage pipeline is arranged between the primary support and the secondary lining wall and used for collecting underground water in a soft stratum;
the second drainage pipeline is arranged between the vertical lining wall and the side wall of the roadway, is communicated with the first drainage pipeline by virtue of a connecting pipeline, and is used for collecting underground water of a hard stratum; and
and the central drainage ditch is arranged on the inverted arch and is respectively communicated with the first drainage pipeline and the second drainage pipeline by virtue of a connecting pipeline.
As another embodiment of this application, the leak protection system still includes the waterproof board, the waterproof board set up respectively in first drain line with between the secondary lining wall the second drain line with between the vertical lining wall for prevent the seepage of groundwater.
As another embodiment of this application, combined type lining wall, the partition beam, vertical lining wall and the inverted arch are reinforced concrete structure respectively.
The utility model provides a pair of tunnel structure suitable for compound stratum of soft lower hard lies in: compared with the prior art, the utility model relates to a tunnel structure suitable for hard composite stratum under soft, the partition roof beam separates soft stratum and hard stratum, it is closed to form with the hard stratum surrounding rock in lower part, with the surrounding rock pressure on the soft stratum in upper portion and the gravity transmission of combined type lining wall to the hard surrounding rock in lower part, make full use of hard surrounding rock, reduce the excavation to the surrounding rock, it is big to the surrounding rock disturbance to have solved traditional construction method effectively, the high scheduling problem of construction risk, construction safety has been guaranteed, tunnel structure's stability has been improved. Inverted arch, vertical lining wall, combined type lining wall form the closure, can effectively improve tunnel structure's the atress condition, improve tunnel structure's fastness. Vertical lining wall prevents that both sides country rock from producing collapsing in the tunnel, protection tunnel structure safety and stability. The leakage-proof system prevents the damage of underground water to the tunnel structure and the operation safety.
The utility model also provides a tunnel construction method suitable for compound stratum of upper soft lower hard, including following step:
s1, reasonably partitioning and blocking the tunnel according to the surrounding rock conditions;
s2, constructing a left pilot tunnel at the upper part of the tunnel at the soft and hard composite stratum, and constructing a separation beam at the boundary position of the soft stratum and the hard stratum in the tunnel;
s3, constructing a right pilot tunnel at the upper part of the tunnel at the soft and hard composite stratum, and constructing a separation beam at the boundary position of the soft stratum and the hard stratum in the tunnel;
s4, after the upper left pilot pit and the upper right pilot pit are closed and the requirement of continuous construction is met, the intermediate wall is removed;
s5, constructing a pilot tunnel at the lower part of the tunnel at the soft and hard composite stratum;
s6, constructing a waterproof and drainage structure of the tunnel structure at the soft and hard composite stratum;
s7, constructing an inverted arch structure;
and S8, constructing the secondary lining of the tunnel in the soft and hard composite stratum.
As another embodiment of the present application, the S2 includes the following steps:
s2.1, performing advanced geological forecast before tunnel excavation;
s2.2, installing a forepoling on the upper soft stratum;
s2.3, excavating a left pilot tunnel at the upper part of the junction of the composite stratum by matching manual and mechanical construction;
s2.4, spraying concrete to the surrounding rock of the soft stratum, sealing the rock surface of the surrounding rock and distributing a steel bar structure;
and S2.5, spraying concrete again, and installing a temporary support at the bottom of the pilot tunnel.
As another embodiment of the present application, the S3 includes the following steps:
s3.1, performing advanced geological forecast before tunnel excavation;
s3.2, installing a forepoling on the upper soft stratum;
s3.3, excavating a right pilot tunnel at the upper part of the junction of the composite stratum by matching manual and mechanical construction;
s3.4, spraying concrete to the surrounding rock of the soft stratum, sealing the rock surface of the surrounding rock and distributing a steel bar structure;
and S3.5, spraying concrete again, and installing a temporary support at the bottom of the pilot tunnel.
S5.1, excavating a lower pilot pit at the position 3-5 m away from the upper pilot pit of the tunnel in the hysteresis soft-hard composite stratum by adopting a mode of combining manual work and mechanical construction;
s5.2, spraying concrete to the surrounding rock of the soft stratum, sealing the rock surface of the surrounding rock of the soft stratum and distributing a steel bar structure;
and S5.3, spraying concrete again to the construction thickness, and constructing the anchor rod.
As another embodiment of the present application, the S6 includes the following steps:
s6.1, timely checking the surface condition of the primary support, cutting off exposed reinforcing steel bars and anchor rods of the primary support base surface of the soft surrounding rock, trowelling the reinforcing steel bars and anchor rods by using mortar, leveling the primary support rock surface of the soft surrounding rock and checking and treating the water leakage condition;
s6.2, installing a ring and a longitudinal drain pipe, wherein the underground water development part can be additionally arranged according to the actual condition;
s6.3, laying geotextile, and fixedly connecting the civil engineering step with the concrete of the primary support;
and S6.4, paving a waterproof plate, and tightly attaching the waterproof plate to the surface of the primary support concrete.
The utility model provides a pair of tunnel construction method suitable for compound stratum of soft lower hard lies in: compared with the prior art, the utility model relates to a tunnel construction method suitable for hard composite stratum under soft, when in the face of hard composite stratum under soft, upper and lower part lining cutting thickness is different with soil layer reinforcement method, and the parting beam is executed with the boundary position on hard stratum in soft stratum, forms the closure with the hard stratum surrounding rock in lower part, transmits the surrounding rock pressure on the soft stratum in upper portion to the hard surrounding rock in lower part, make full use of lower part surrounding rock to tunnel structure's bearing capacity, has improved the holistic rigidity in tunnel. The utility model provides a tunnel construction method is designed to the compound stratum of upper soft lower hard, and the directive property is strong. The utility model discloses the hard country rock of make full use of reduces the excavation to the country rock, and it is big to the country rock disturbance to have solved traditional construction method effectively, and problem such as construction risk height has guaranteed construction safety. Soft or hard country rock has different homogeneity soil layer and atress mechanism, can not carry out the design according to full section soft stratum or full section hard stratum and handle, the utility model discloses according to the reasonable design tunnel structure of local conditions, the firm stratum bearing capacity in make full use of lower part can reduce the construction cost and guarantee construction operation safety and can make tunnel construction economic environmental protection again.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
Fig. 1 is a schematic cross-sectional structural view of a tunnel structure suitable for a composite stratum with a soft upper part and a hard lower part according to an embodiment of the present invention;
fig. 2 is a schematic cross-sectional structure diagram of a tunnel structure suitable for a composite stratum with a soft upper layer and a hard lower layer according to an embodiment of the present invention during tunnel construction;
fig. 3 is a schematic sectional view of a tunnel structure suitable for a composite stratum with a soft upper layer and a hard lower layer according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of a water-proof and drainage structure adopted in a tunnel structure suitable for a composite stratum with a soft upper part and a hard lower part according to an embodiment of the present invention;
fig. 5 is a flowchart of a tunnel construction method suitable for a composite stratum with a soft upper layer and a hard lower layer provided by the utility model.
In the figure: 1. building a composite lining wall; 11. primary support; 12. secondary lining wall; 13. an anchor rod; 14. locking the anchor rod; 15. side ditches; 16. a ballast surface; 2. a partition beam; 3. vertically lining a wall; 4. an inverted arch; 5. a leak-proof system; 51. a first drain line; 52. a second drain line; 53. a central drainage ditch; 54. a waterproof sheet; 6. advance support; 71. a left side pit guide; 72. a right side pilot pit; 73. a lower pilot pit; 8. the upper part is soft surrounding rock; 9. the lower hard surrounding rock.
Detailed Description
In order to make the technical problem, technical solution and advantageous effects to be solved by the present invention more clearly understood, the following description is given in conjunction with the accompanying drawings and embodiments to illustrate the present invention in further detail. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1 to 4, a tunnel structure suitable for a composite formation with a soft upper layer and a hard lower layer according to the present invention will now be described. The tunnel structure suitable for the composite stratum with the soft upper part and the hard lower part and the construction method comprise a composite lining wall 1, a separation beam 2, a vertical lining 3, an inverted arch 4 and a leakage-proof system 5, wherein the composite lining wall 1 is of an arch structure and is used for being fixedly connected with the soft stratum of a roadway; two groups of partition beams 2 are arranged, and each partition beam 2 is arranged at the boundary position of a soft stratum and a hard stratum in the roadway; the upper ends of the partition beams 2 are respectively fixedly connected with the bottom end of the composite lining wall 1; the vertical lining walls 3 are provided with two surfaces, and each vertical lining wall 3 is fixedly connected with the lower end of each partition beam 2 and used for supporting and blocking surrounding rocks of a hard stratum of the roadway; the inverted arch 4 is arranged at the bottom of the roadway; two ends of the inverted arch 4 are respectively fixedly connected with the vertical lining walls 3; the leakage-proof systems 5 are respectively arranged between the vertical lining wall 3 and the side wall of the roadway, on the inverted arch 4 and in the composite lining wall 1, and are used for collecting underground water in the roadway, discharging the underground water and preventing the underground water from leaking.
The utility model provides a pair of tunnel structure suitable for hard composite stratum under soft, compared with the prior art, the partition beam 2 separates soft stratum and hard stratum, it is closed to form with the hard stratum surrounding rock in lower part, with the surrounding rock pressure on the soft stratum in upper portion and the gravity transmission of combined type lining wall 1 to the hard surrounding rock in lower part, make full use of hard surrounding rock, reduce the excavation to the surrounding rock, it is big to the surrounding rock disturbance to have solved traditional construction method effectively, the high scheduling problem of construction risk, construction safety has been guaranteed, tunnel structure's stability has been improved. Inverted arch 4, vertical lining wall 3, combined type lining wall 1 form closed, can effectively improve tunnel structure's the atress condition, improve tunnel structure's fastness. Vertical lining wall 3 prevents that both sides country rock from producing in the tunnel and collapsing, protects tunnel structure safety and stability. The leakage-proof system 5 prevents the damage of underground water to the tunnel structure and the operation safety.
It should be noted that the upper soft surrounding rock 8 includes a soft formation region of the roadway; the lower hard surrounding rock 9 comprises the hard formation zone of the roadway. The ballast surface 16 is a working surface arranged above the inverted arch 4 and used for the walking of operators.
As a specific implementation manner of the embodiment of the present invention, please refer to fig. 1 to 4 together, the composite lining wall 1 includes a primary support 11 and a secondary lining wall 12, the primary support 11 is fixedly connected with the soft ground layer of the roadway by means of an anchor rod 13; the secondary lining wall 12 is fixedly connected with one side of the primary support 11, which is far away from the soft stratum of the roadway; two ends of the secondary lining wall 12 are respectively fixedly connected with the separation beams 2. The primary support 11 is of a reinforced concrete structure and is applied to a roadway soft stratum, so that the stability of roadway surrounding rock after tunnel excavation is ensured. The secondary lining wall 12 is another reinforced concrete structure of the tunnel structure, is located on the inner side of the primary support 11, is a second protective layer of the tunnel structure, and forms the composite lining wall 1 together with the primary support 11 to protect the stability of the tunnel structure together.
As a specific implementation manner of the embodiment of the present invention, please refer to fig. 1 and fig. 4, the leakage prevention system 5 includes a first drainage pipeline 51, a second drainage pipeline 52 and a central drainage ditch 53, the first drainage pipeline 51 is disposed between the preliminary bracing 11 and the secondary lining wall 12 for collecting the groundwater in the soft stratum; the second drainage pipeline 52 is arranged between the vertical lining wall 3 and the side wall of the roadway, is communicated with the first drainage pipeline 51 by virtue of a connecting pipeline, and is used for collecting underground water of a hard stratum; the center drain 53 is provided on the inverted arch 4 and is connected to the first drain line 51 and the second drain line 52 via connection lines. The first and second drainage pipes 51 and 52 collect groundwater for a soft roadway stratum and a hard roadway stratum respectively, and drain the groundwater into the central drainage ditch 53 through pipes respectively. Drainage pipe in the soft stratum and the hard stratum of tunnel sets up respectively, makes the operation personnel can lay first drainage pipe 51, second drainage pipe 52 respectively according to the water content in the soft stratum and the hard stratum of difference for the drainage design in tunnel is more reasonable.
As a specific implementation manner of the embodiment of the present invention, please refer to fig. 1 and fig. 4 together, the leakage-proof system 5 further includes a waterproof board 54, and the waterproof board 54 is respectively disposed between the first drainage pipeline 51 and the second lining wall 12, and between the second drainage pipeline 52 and the vertical lining wall 3, for preventing the leakage of the underground water. The provision of the flashing 54 improves the water resistance of the tunnel structure and the operational safety of the tunnel.
In this embodiment, the waterproof structure at the construction joint and the deformation joint is a composite waterproof structure formed by combining a medium-embedded steel-edged rubber water stop, a PVC back-attached water stop, and a waterproof sealing material (water-swelling rubber strip).
As a specific implementation of the embodiment of the utility model, partition beam 2, vertical lining wall 3 and inverted arch 4 are reinforced concrete structure respectively. The construction operation is facilitated, and the firmness of the tunnel structure is improved.
The utility model also provides a tunnel construction method suitable for go up soft lower hard composite stratum. Referring to fig. 1 to 5, a tunnel construction method suitable for a composite stratum with upper soft and lower hard includes the following steps:
s1, reasonably partitioning and blocking the tunnel according to the surrounding rock conditions;
s2, constructing a left pilot tunnel 71 at the upper part of the tunnel at the soft and hard composite stratum, and constructing a separation beam 2 at the boundary position of the soft stratum and the hard stratum in the tunnel;
s3, constructing a right pilot tunnel 72 at the upper part of the tunnel at the soft and hard composite stratum, and constructing a separation beam 2 at the boundary position of the soft stratum and the hard stratum in the tunnel;
s4, closing the upper left pilot pit 71 and the upper right pilot pit 72 and removing the intermediate wall after the continuous construction requirements are met;
s5, constructing a tunnel lower guide pit 73 at the soft and hard composite stratum;
s6, constructing a waterproof and drainage structure of the tunnel structure at the soft and hard composite stratum;
s7, constructing an inverted arch 4 structure;
and S8, constructing the secondary lining of the tunnel in the soft and hard composite stratum.
The utility model provides a pair of tunnel construction method suitable for hard composite stratum under soft, compare with prior art, when in the face of hard composite stratum under soft, upper and lower part lining cutting thickness is different with soil layer reinforcement method, and the boundary position on soft stratum and hard stratum is executed and is made partition beam 2, forms the closure with the hard stratum surrounding rock in lower part, transmits the surrounding rock pressure on the soft stratum in upper portion to the hard surrounding rock in lower part, make full use of lower part surrounding rock to tunnel structure's bearing capacity, has improved the holistic rigidity in tunnel. The utility model provides a tunnel construction method is designed to the compound stratum of upper soft lower hard, and the directive property is strong. The utility model discloses the hard country rock of make full use of reduces the excavation to the country rock, and it is big to the country rock disturbance to have solved traditional construction method effectively, and problem such as construction risk height has guaranteed construction safety. Soft or hard country rock has different homogeneity soil layer and atress mechanism, can not carry out the design according to full section soft stratum or full section hard stratum and handle, the utility model discloses according to the reasonable design tunnel structure of local conditions, the firm stratum bearing capacity in make full use of lower part can reduce the construction cost and guarantee construction operation safety and can make tunnel construction economic environmental protection again.
As a specific implementation manner of the embodiment of the present invention, step S2 includes the following steps:
s2.1, performing advanced geological forecast before tunnel excavation, judging the distribution condition of the front geology soft and hard, particularly exploring the geological characteristics of the soft and hard junction, and preparing for the subsequent interval tunnel construction.
S2.2, installing a forepoling 6 on the upper soft stratum and pre-reinforcing the upper soft stratum. The advance support 6 is one of auxiliary measures which are adopted to ensure the stability of the excavation working surface of the tunnel engineering and are advanced to the excavation of the tunnel face. The method mainly comprises a pipe shed, a small conduit, a horizontal jet grouting pile and the like. The method adopts a small catheter mode.
S2.3, excavating a left pilot pit 71 at the upper part of the junction of the composite stratum by matching manual and mechanical construction; in order to control the possible overexcavation caused by mechanical construction, the mechanical construction is preferably used after a pneumatic pick is used for manually cutting a peripheral section by 30cm, if the grade of surrounding rock is poor, core soil can be reserved, the length of one steel frame can be pushed forward each time, and the pushing distance is 0.5-1.2 m.
S2.4, spraying concrete to the surrounding rock of the soft stratum, sealing the rock surface of the surrounding rock and distributing a steel bar structure;
there are many ways to arrange the steel bar structure, and only one way to prevent the steel bar structure is listed here for reference.
The method comprises the steps of firstly spraying concrete to surrounding rocks of a soft stratum, wherein the thickness of the concrete is 4cm, sealing a rock surface, and arranging a steel mesh, a longitudinal beam steel frame, an erection steel frame and a temporary steel frame, wherein the end part of the steel mesh is welded with the longitudinal beam steel frame, the erection steel frame and the longitudinal beam steel frame are connected by high-strength bolts, and longitudinal beam steel bars need to extend outwards by 0.3-0.5m and are connected with a lower lining steel mesh.
And S2.5, spraying concrete again, and mounting a temporary support by using the anchor rod 13 at the bottom of the pilot tunnel.
In this step, the bolt 13 is proposed to be a hollow bolt of phi 25.
As a specific implementation manner of the embodiment of the present invention, step S3 includes the following steps:
s3.1, performing advanced geological forecast before tunnel excavation, judging the distribution condition of the front geology soft and hard, particularly exploring the geological characteristics of the soft and hard junction, and preparing for the subsequent interval tunnel construction.
And S3.2, installing a forepoling 6 on the upper soft stratum and pre-reinforcing the upper soft stratum.
S3.3, excavating a right guide pit 72 at the upper part of the junction of the composite stratum by matching manual and mechanical construction; in order to control the possible overexcavation caused by mechanical construction, the mechanical construction is preferably used after a pneumatic pick is used for manually cutting a peripheral section by 30cm, if the grade of surrounding rock is poor, core soil can be reserved, the length of one steel frame can be pushed forward each time, and the pushing distance is 0.5-1.2 m.
S3.4, spraying concrete to the surrounding rock of the soft stratum, sealing the rock surface of the surrounding rock and distributing a steel bar structure;
there are many ways to arrange the steel bar structure, and only one way to prevent the steel bar structure is listed here for reference.
The method comprises the steps of firstly spraying concrete to surrounding rocks of a soft stratum, wherein the thickness of the concrete is 4cm, sealing a rock surface, and arranging a steel mesh, a longitudinal beam steel frame, an erection steel frame and a temporary steel frame, wherein the end part of the steel mesh is welded with the longitudinal beam steel frame, the erection steel frame and the longitudinal beam steel frame are connected by high-strength bolts, and longitudinal beam steel bars need to extend outwards by 0.3-0.5m and are connected with a lower lining steel mesh.
And S3.5, spraying concrete again, and mounting a temporary support by using the anchor rod 13 at the bottom of the pilot tunnel.
In this step, 13 bolts are proposed with a phi 25 hollow bolt.
As a specific implementation manner of the embodiment of the present invention, the detailed step of step S4 is:
after the upper left pilot pit construction 71 and the upper right pilot pit 72 are closed, the vertical displacement of the vault and the convergence of clearance are strictly monitored and measured, when the subsidence of the vault within 7 days is within 2mm, the construction requirement is met, and the intermediate wall can be disassembled.
When the intermediate wall is dismantled, the concrete of the intermediate wall can be chiseled by an air pick, and the dismantling length is preferably 4-6 steel frames in sequence.
As a specific implementation manner of the embodiment of the present invention, step S5 includes the following steps:
s5.1, excavating a lower guide pit 73 at the position 3-5 m away from the upper guide pit of the tunnel in the hysteresis soft-hard composite stratum by adopting a mode of combining manual work and mechanical construction; s5.1 comprises the following detailed steps: and excavating a lower pilot pit 73 at the position 3-5 m away from the upper pilot pit of the tunnel in the hysteresis soft and hard composite stratum, and reasonably matching manual and mechanical construction for excavating, wherein in order to control the possible overexcavation caused by the mechanical construction, the mechanical construction is preferably used after an air pick is used for manually cutting a peripheral section by 30cm, and the length of two steel trusses is pushed forwards at one time. If the surrounding rock is extremely hard, static blasting construction can be adopted.
S5.2, spraying concrete to the surrounding rock of the soft stratum, sealing the rock surface of the surrounding rock of the soft stratum and distributing a steel bar structure; s5.2 comprises the following detailed steps: the thickness of the primary sprayed concrete for the surrounding rock of the soft stratum is 4cm, the rock surface is closed, a steel mesh and an erected steel frame are arranged, the end part of the steel mesh is welded with the longitudinal beam steel frame, the erected steel frame and the longitudinal beam steel frame are connected through high-strength bolts, and a foot locking anchor rod 14 is arranged.
And S5.3, spraying concrete again to the construction thickness, constructing the anchor rod 13, and constructing the vertical lining wall 3 on two side walls of the lower guide pit 73.
As a specific implementation manner of the embodiment of the present invention, S6 includes the following steps:
s6.1, checking the surface condition of the primary support 11 in time, cutting off exposed steel bars and anchor rods 13 of the primary support 11 base surface of the soft surrounding rock, trowelling the base surface of the primary support 11 of the soft surrounding rock by mortar, leveling the base surface of the soft surrounding rock and checking and treating the water leakage condition;
s6.2, installing an annular drain pipe and a longitudinal drain pipe, wherein the underground water development part can be additionally arranged according to the actual condition; the detailed steps of S6.2 are as follows: at least two annular drainage pipes are arranged on the secondary lining of each plate soft and hard composite stratum tunnel and are respectively positioned at an end joint construction joint and the middle part of the lining, an underground water development part can be additionally arranged according to actual conditions, and the arrangement distance of the annular drainage pipes is preferably 5-7 m; the longitudinal drainage pipes are arranged on two sides of the wall corner of the tunnel and are connected into the side channels 15 through 135-degree elbow circular pipes, and meanwhile, the sealing glue is adopted to seal the hollow holes of the longitudinal drainage pipes penetrating through the waterproof boards 54. C15 sand-free concrete is adopted to pour a gap between the longitudinal drain pipe and the waterproof board 54 to form a drain body, the drain body is wrapped by the waterproof board 54, and the lower part of the drain body is fixed on the concrete surface of the poured inverted arch 4 by rivets and pressing strips;
the tunnel water-proof and drainage design is combined according to the upper and lower water-proof and drainage design, so that the high requirements of the upper soft stratum on water-proof and drainage can be met respectively, and the waterproof requirements of the lower hard stratum can also be met.
S6.3, laying geotextile, and fixedly connecting the geotextile with the concrete of the primary support 11; the detailed steps are as follows: the geotextile is fixed to a preset position by a special trolley, and then the geotextile is arranged according to a quincunx by selecting hot-melt gaskets and shooting nails, the tightness is moderate, the arch space is 0.5-0.8 m, the side wall space is 0.8-1.0 m, and the geotextile is fixed to the primary support 11 concrete on the surface of the soft-hard composite stratum surrounding rock.
And S6.4, paving the waterproof plate 54, and tightly adhering the waterproof plate 54 to the concrete surface of the primary support 11. The detailed steps are as follows: the waterproof sheet 54 is laid by a hot-melt welding process. Firstly, the waterproof board 54 is fixed to a preset position by a special trolley, and then the waterproof board 54 is installed according to the sequence from the vault to two sides and from the lower part to the upper part, so that the waterproof board 54 can be loosely and closely attached to the surface of the concrete of the soft and hard composite stratum surrounding rock primary support 11.
The detailed step of S7 is: the tunnel inverted arch 4 at the soft and hard composite stratum is constructed in a full-width mode, reinforcing steel bars are distributed by using an inverted arch trestle, concrete is filled, the once excavation construction length of the inverted arch 4 is comprehensively determined according to the measurement result and the geological condition, generally, the length is not more than 6m, the distance between the inverted arch 4 and the tunnel face is not more than 30m, and the concrete is filled after the design strength of the concrete of the inverted arch 4 reaches 70%.
The detailed step of S8 is: and after 50 meters of tunnel opening section is excavated, a secondary tunnel lining of a soft-hard composite stratum is required to be constructed in time, a reinforcing mesh is laid, the reinforcing mesh is welded with a longitudinal beam steel frame, and an arch wall lining is poured at one time by adopting a template trolley. In this step, the secondary lining includes the construction of secondary lining walls 12 and vertical lining walls 3.
In the tunnel construction method suitable for the composite stratum with soft upper part and hard lower part, when the primary support 11 is constructed, if the surrounding rock conditions are poor, grouting reinforcement is carried out; the lower guide pit 73 is excavated and lagged, and the upper guide pit is not suitable to exceed 3 m; during the construction of the upper pilot tunnel preliminary bracing 11, the erection steel frame is connected with the longitudinal beam steel by the high-strength bolt, and the foot-locking anchor rod 14 is not needed.
The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.
Claims (5)
1. A tunnel structure suitable for use in a composite formation having a soft upper layer and a hard lower layer, comprising:
the composite lining wall is of an arch structure and is used for fixedly connecting with a soft stratum of a roadway;
the separation beams are arranged in two groups, and each separation beam is arranged at the boundary position of a soft stratum and a hard stratum in the roadway; the upper end of each partition beam is fixedly connected with the bottom end of the composite lining wall;
the vertical lining walls are provided with two surfaces, and each vertical lining wall is fixedly connected with the lower end of each partition beam and used for supporting and blocking surrounding rocks of a hard stratum of the roadway;
the inverted arch is arranged at the bottom of the roadway; two ends of the inverted arch are respectively and fixedly connected with each vertical lining wall; and
and the leakage-proof systems are respectively arranged between the vertical lining wall and the side wall of the roadway, on the inverted arch and in the composite lining wall and are used for collecting underground water in the roadway and discharging the underground water.
2. A tunnel construction for use in a hard-on-soft composite formation as claimed in claim 1, wherein said composite brickwork comprises:
primary support, fixedly connecting with the soft stratum of the roadway by means of an anchor rod; and
the secondary lining wall is fixedly connected with one side of the primary support, which is far away from the soft stratum of the roadway; and two ends of the secondary lining wall are respectively and fixedly connected with the partition beams.
3. A tunnel structure suitable for use in a composite formation having a soft upper layer and a hard lower layer as claimed in claim 2, wherein said leakage prevention system comprises:
the first drainage pipeline is arranged between the primary support and the secondary lining wall and used for collecting underground water in a soft stratum;
the second drainage pipeline is arranged between the vertical lining wall and the side wall of the roadway, is communicated with the first drainage pipeline by virtue of a connecting pipeline, and is used for collecting underground water of a hard stratum; and
and the central drainage ditch is arranged on the inverted arch and is respectively communicated with the first drainage pipeline and the second drainage pipeline by virtue of a connecting pipeline.
4. A tunnel structure suitable for use in a composite formation having a soft upper layer and a hard lower layer as claimed in claim 3, wherein: the leakage-proof system further comprises waterproof plates, wherein the waterproof plates are respectively arranged between the first drainage pipeline and the second lining wall and between the second drainage pipeline and the vertical lining wall and used for preventing the leakage of underground water.
5. A tunnel structure suitable for use in a composite formation having a soft upper layer and a hard lower layer according to any one of claims 1 to 4, wherein: the combined type lining wall, the separation beam, the vertical lining wall and the inverted arch are respectively of a reinforced concrete structure.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111472803A (en) * | 2020-05-29 | 2020-07-31 | 广西大学 | Tunnel structure suitable for composite stratum with upper soft layer and lower hard layer and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111472803A (en) * | 2020-05-29 | 2020-07-31 | 广西大学 | Tunnel structure suitable for composite stratum with upper soft layer and lower hard layer and construction method |
| CN111472803B (en) * | 2020-05-29 | 2024-05-17 | 广西大学 | Tunnel structure suitable for upper soft and lower hard composite stratum and construction method |
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