CN210483744U - Self-adaptation composite lining structure suitable for large deformation soft rock tunnel - Google Patents
Self-adaptation composite lining structure suitable for large deformation soft rock tunnel Download PDFInfo
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- CN210483744U CN210483744U CN201920739958.0U CN201920739958U CN210483744U CN 210483744 U CN210483744 U CN 210483744U CN 201920739958 U CN201920739958 U CN 201920739958U CN 210483744 U CN210483744 U CN 210483744U
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Abstract
The utility model relates to a self-adaptation composite lining structure suitable for big soft rock tunnel that warp for the big tunnel country rock that warp of in time control soft rock is out of shape, realizes strutting the self-adaptation in the big tunnel that warp of soft rock, and this self-adaptation composite lining structure comprises early strong primary support structural layer and secondary lining layer that outside-in set gradually, early strong primary support structural layer constitute by integrative injection moulding's skin and inlayer, be equipped with between skin and the inlayer and let press self-adaptation substructure. Compared with the prior art, the utility model has the advantages of early support intensity is high, can the deformation of self-adaptation country rock, safe redundancy is high, extensive applicability.
Description
Technical Field
The utility model belongs to the technical field of tunnel lining structure and specifically relates to a self-adaptation composite lining structure suitable for large deformation soft rock tunnel is related to.
Background
The highway tunnel is mostly located the mountain area and buries in the underground, inevitably will meet various complex environment and unfavorable geology in the construction process, and high ground stress weak country rock large deformation is one of them. The soft rock stratum is distributed in a large range in western mountainous areas of China. In the construction of mountain tunnels, complex geological conditions such as high stress level of original rocks, weak surrounding rocks and breakage can be frequently encountered, the deformation of the surrounding rocks after tunnel excavation is large and the duration is long, so that the stress of a supporting structure is continuously increased and often exceeds the bearing limit of the surrounding rocks and lining, primary building cracking and surrounding rock deformation invasion into tunnel clearance often occur, serious persons even collapse and other major engineering disasters occur, and great challenges are brought to the design and construction of soft rock tunnels. Such as the nan kun line kohlrabi tunnel, the wu kohling tunnel and the kansu sandaizhai tunnel, and the zang railway in planning and construction, have great difficulties in design and construction.
The traditional support theory of the soft rock large-deformation tunnel is early strength support, and the early strength support theory has two layers of meanings: firstly, a supporting structure is constructed as soon as possible after the tunnel is excavated; secondly, the rigidity of the supporting structure is enhanced, such as thickened sprayed concrete, high-strength steel arch frames with denser space, thicker secondary lining and the like. Although the support measures inhibit the deformation of the surrounding rock to a certain extent, control the loosening range and prevent the collapse of the tunnel, when the properties of the surrounding rock are poor, after the construction of the double-layer lining structure is finished, the surrounding rock gradually releases along with the stress in the process of excavating the tunnel, the rock mass has the characteristics of continuous rheology, expansion after meeting water and the like, and thus excessive surrounding rock pressure is induced, the support structure is finally in a very high stress state, the inner lining and the outer lining are subjected to convergence deformation and even cracking, the durability and the waterproofness of the tunnel are seriously reduced, and the normal use of the tunnel is influenced.
SUMMERY OF THE UTILITY MODEL
The purpose of the utility model is to provide a self-adaptation composite lining structure suitable for large deformation soft rock tunnel in order to overcome the defect that above-mentioned prior art exists.
The purpose of the utility model can be realized through the following technical scheme:
the utility model provides an adaptive composite lining structure suitable for big deformation soft rock tunnel for in time control soft rock big deformation tunnel country rock warp, realize supporting the self-adaptation in soft rock big deformation tunnel, this adaptive composite lining structure comprises early strong preliminary bracing structural layer and the secondary lining layer that outside-in set gradually, early strong preliminary bracing structural layer constitute by integrative injection moulding's skin and inlayer, be equipped with between skin and the inlayer and let and press adaptive substructure.
The outer layer is alternately arranged along the extension direction of the tunnel axis and is provided with a plurality of long constant-resistance large-deformation anchor rod belts and short constant-resistance large-deformation anchor rod belts which are parallel to each other, and the projection lines of each long constant-resistance large-deformation anchor rod belt and each short constant-resistance large-deformation anchor rod belt on the bottom surface of the tunnel are respectively vertical to the tunnel axis.
A plurality of long constant-resistance large-deformation anchor rods are arranged in each long constant-resistance large-deformation anchor rod belt at equal intervals, a plurality of short constant-resistance large-deformation anchor rods are arranged in each short constant-resistance large-deformation anchor rod belt at equal intervals, and 3-5 short constant-resistance large-deformation anchor rods are fixed in series through the W-shaped steel belts.
The yielding self-adaptive substructure comprises a foam concrete prefabricated member and a plurality of steel arch frames which are equidistantly arranged along the axis direction of the tunnel and are parallel to each other, each steel arch frame is composed of a plurality of sections of I-shaped steel and a plurality of sliding nodes for connecting two adjacent sections of I-shaped steel, the foam concrete prefabricated member is arranged in an inner layer and corresponds to the outer part of the sliding node of each steel arch frame in position, and the arrangement direction of each foam concrete prefabricated member is parallel to the axis of the tunnel.
The sliding node is of a sleeve structure formed by fastening channel steel and steel plates through a high-strength bolt applying pretightening force, the end parts of two adjacent sections of I-shaped steel are respectively inserted into the sliding node, and the distance can be adjusted in the I-shaped inner cavity in a sliding mode.
The long constant-resistance large-deformation anchor rod and the short constant-resistance large-deformation anchor rod are the same in structure and are respectively composed of an anchoring end, a rod body, a constant-resistance sleeve, a constant-resistance body and a lock, the anchoring end of the anchor rod is subjected to prestress tensioning and anchoring in a rock body around a tunnel, and the free end of the anchor rod is anchored in the outer layer of an early-strength primary support structure layer and welded through a reinforcing mesh.
The secondary lining layer surface still be equipped with a plurality of PVC pipes of arranging along circumference equidistance between the inlayer of early strong primary support structural layer, the direction of arranging of every PVC pipe is parallel with the tunnel axis.
The secondary lining layer is formed by spraying reinforced concrete with the strength grade of C30 or above, and the outer surface of the secondary lining layer is provided with a waterproof board and non-woven fabrics.
The outer layer and the inner layer of the early-strength primary support structure layer are both formed by spraying concrete with the strength grade of C25, and the cement is 425# ordinary portland cement doped with a waterproof agent early strength agent.
The self-adaptive composite lining structure is arranged in the following mode:
1) excavating a rock mass;
2) primarily spraying 5-8 cm of C25 early-strength concrete on the inner side of the excavated surrounding rock to form the outer layer of the early-strength primary support structure layer;
3) the method comprises the following steps of (1) driving constant-resistance large-deformation anchor rods into a hollow surface of an outer layer after primary spraying at certain intervals, performing pre-stress tension anchoring on anchoring ends of the constant-resistance large-deformation anchor rods, determining tension pre-stress according to ground stress and initial surrounding rock stress, and then paving a reinforcing mesh;
4) arranging a steel arch at intervals on the inner side of the outer layer, wherein each steel arch is formed by connecting a plurality of I-shaped steel through a sliding node, and flanges of the I-shaped steel are parallel to the surface of the tunnel;
5) mounting a foam concrete prefabricated part between the sliding nodes of two adjacent steel arches, spraying C25 early strength concrete with the thickness of 30cm after the mounting is finished to form an inner layer of an early strength primary support structure layer, wherein the inner surface of the foam concrete prefabricated part is flush with the inner surface of the inner layer;
6) if the surrounding rock deformation is unstable, arranging a PVC pipe along the axis of the tunnel to serve as a yielding self-adaptive layer, if the surrounding rock deformation is well controlled, not installing the PVC pipe, performing vacancy treatment, and encrypting or reducing the arrangement density of the PVC pipe according to the stability degree of the surrounding rock;
7) and laying waterproof boards and non-woven fabrics, and constructing C30 reinforced concrete with the thickness of 30-50 cm as a secondary lining layer after installation.
Compared with the prior art, the utility model has the advantages of it is following:
firstly, the early support strength is high: the utility model relates to a self-adaptation composite lining structure suitable for large deformation soft rock tunnel is after the excavation is accomplished, through applying prestressing force to the permanent resistance large deformation stock, and the stress state of excavation face country rock becomes three-dimensional pressurized by pulling, resumes to the stress state before the excavation, and then realizes early strong supporting, plays the effect of consolidating the country rock simultaneously.
Secondly, the deformation of surrounding rocks can be self-adapted: the utility model relates to a self-adaptation composite lining structure suitable for large deformation soft rock tunnel passes through arranging of intermediate level PVC pipe, and node and foam concrete prefab installation of sliding have realized the matching nature of multistage self-adaptation structure, and the stock/cable is warp greatly in the cooperation, can absorb partly country rock and warp, and the convergence of effective control inlayer lining cutting warp, avoids the inlayer lining cutting to warp great emergence fracture because of the country rock.
Thirdly, the safety redundancy is high: the utility model relates to a self-adaptation composite lining structure suitable for large deformation soft rock tunnel has higher early support power through applying prestressing force to the constant resistance large deformation stock; meanwhile, the yielding self-adaptive structure of the middle layer provides a part of unloading redundancy, so that the middle layer has higher safety redundancy.
Fourthly, the applicability is wide: the utility model relates to a self-adaptation composite lining structure suitable for large deformation soft rock tunnel can be according to the demand of different engineering, and the laying position and the quantity of the size of adjustment prestressing force, arrangement of stock/cable and PVC pipe make the structure system reach the most effectual state of strutting, and the design is nimble changeable, extensive applicability.
Drawings
Fig. 1 is a schematic structural view of the present invention, in which fig. 1a is a main sectional view of the structure, and fig. 1b is a partially enlarged view of a portion a of fig. 1 a.
Fig. 2 is a structural development view of the present invention.
Fig. 3 is a schematic structural view of a constant-resistance large-deformation anchor rod, wherein fig. 3a is a schematic structural view of a short constant-resistance large-deformation anchor rod, and fig. 3b is a schematic structural view of a long constant-resistance large-deformation anchor rod.
Fig. 4 is a schematic structural diagram of the steel arch, wherein fig. 4a is a schematic installation position diagram of a slip joint, and fig. 4b is a schematic structural diagram of the slip joint.
Fig. 5 is a schematic diagram of adaptive crush deformation, in which fig. 5a is a schematic diagram of an adaptive crush deformation structure, fig. 5b is a sectional view taken along a-a in fig. 5a, and fig. 5c is a sectional view taken along b-b in fig. 5 a.
The notation in the figure is:
1. early-strength primary support structure layer, 2 yielding self-adaptive substructure, 3 secondary lining layer, 11 outer layer, 12 inner layer, 111 long constant-resistance large-deformation anchor rod, 112 short constant-resistance large-deformation anchor rod, 21 steel arch frame, 22 sliding node, 23 foam concrete prefabricated part, 24 PVC pipe.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Examples
As shown in fig. 1-2, the utility model provides a self-adaptation composite lining structure suitable for soft rock tunnel warp greatly for in time control soft rock tunnel country rock warp greatly, realize supporting soft rock tunnel's self-adaptation greatly simultaneously, and have higher safety redundancy.
This structure sets up the country rock inboard after the excavation, and this composite lining structure mainly includes: the early-strength early-stage support structure comprises three parts, namely an early-strength early-stage support structure layer 1, a yielding self-adaptive substructure 2 and a secondary lining layer 3. The early-strength primary support structure layer 1 consists of a constant-resistance large-deformation anchor rod/cable for applying prestress, an inner layer 12, an outer layer 11 and a W-shaped steel belt; the yielding self-adaptive substructure 2 consists of a steel arch 21 with a slip node 22, a foam concrete prefabricated part 23 and a PVC pipe 24; the secondary lining 3 is composed of a waterproof plate, non-woven fabrics and reinforced concrete.
As shown in fig. 3, the constant resistance large deformation anchor rod/cable is composed of a lock, a bearing plate, a filling material, a rod body, a sleeve, a constant resistance body, a constant resistance head and a guide head, when the pulling force acting on the free end is greater than or equal to the constant resistance of the constant resistance large deformation anchor rod, the constant resistance body slides in the sleeve, and as long as the constant resistance is smaller than the elastic limit of the rod body, the deformation of the anchor rod can be designed to be any length theoretically, so that large deformation is realized.
After the constant-resistance large-deformation anchor rod/cable is installed, the far end is subjected to prestress tensioning and anchoring, and the prestress is determined according to the ground stress and the initial surrounding rock stress.
The concrete strength grade adopted by the outer layer 11 and the inner layer 12 of the early-strength primary support structure layer 1 is C25, the cement is 425# ordinary portland cement, the early-strength agent of the waterproof agent is doped in the cement, the thickness of the early-strength primary support structure layer is primarily sprayed by 5-8 cm, and the early-strength primary support structure layer is sprayed by 20-30 cm after the steel arch 21 and the foam concrete prefabricated member 23 are installed.
As shown in fig. 4, the steel arch 21 is formed by connecting multiple sections of i-steel/H-shaped steel through slip joints 22, and flanges of the i-steel are parallel to the surface of the tunnel, and are arranged at intervals of 0.3-1.5 m on the inner side of the outer layer 11 along the axis of the tunnel.
The sliding joint 22 is composed of channel steel, steel plates and high-strength bolts, the channel steel is connected with the steel plates through the high-strength bolts, the high-strength bolts apply certain pre-tightening force, and the maximum static friction force achieved by the pre-tightening force ensures that the steel plates and the steel arch frame at the joint do not slide before yielding.
The foam concrete prefabricated part 23 is a prefabricated part, has large pores and is easy to deform under pressure, and the inner surface of the foam concrete prefabricated part is flush with the inner surface of the sprayed concrete inner layer 12.
The PVC pipes 24 are arranged between the early-strength primary support structure layer 1 and the secondary lining layer 3 at intervals of a certain angle along the axis direction of the tunnel, and are easy to bend under radial pressure, so that the self-adaptive deformation of the structure is realized.
The secondary lining layer 3 comprises a waterproof plate, non-woven fabrics and reinforced concrete, wherein the reinforced concrete adopts C30, and the thickness of the reinforced concrete is 30-50 cm.
As shown in fig. 5, in the initial stage of the compression, as the pressure is gradually increased, when the tangential pressure of the steel arch is greater than the friction force caused by the pretightening force of the high-strength bolt, the I-shaped steel/H-shaped end part begins to slide in the I-shaped inner cavity, part of the pressure begins to transfer to the concrete, because the foam concrete prefabricated part at the node has larger pores and is easy to deform under compression, the foam concrete prefabricated part starts to compress along with the sliding of the steel arch node, the mutual matching is realized, the sliding of the steel arch node and the compression of the foam concrete prefabricated part can absorb part of deformation of surrounding rocks, the stress level of the surrounding rocks is effectively reduced, the structure is prevented from being in a higher stress state, applying a certain pretightening force to the high-strength bolt can ensure that the steel plate and the steel arch at the node do not slide before yielding, namely, the steel plate and the steel arch can slide under pressure and are not damaged by bending and shearing, thereby ensuring the safety of the node.
The utility model discloses a concrete mounting means as follows:
1. excavating rock mass by using a drilling and blasting method, a new method and other construction methods;
2. primarily spraying 5-8 cmC25 early strength concrete on the inner side of the excavated surrounding rock;
3. the method comprises the following steps of (1) driving constant-resistance large-deformation anchor cables into a hollow surface after primary spraying at certain intervals, carrying out prestress tensioning and anchoring on the far ends of the constant-resistance large-deformation anchor cables, determining tensioning prestress according to ground stress and initial surrounding rock stress, and then paving a reinforcing mesh; for example, as shown in fig. 1, anchor cables with two lengths can be adopted, wherein the row spacing between 4300mm anchor cables is 1000 × 1200mm, and every 3-5 anchor cables are connected in series by using a W-shaped steel belt, which mainly plays a role in reinforcing a rock body; the 10300mm anchor cable does not adopt W-shaped steel belts, the row spacing is 2000 multiplied by 1200mm, and the anchor cable mainly plays a role in anchoring. The reinforcing mesh can be formed by welding reinforcing steel bars with the diameter of 8mm, and the size of the mesh is 100 multiplied by 100 mm;
4. arranging steel arch frames at intervals of 0.3-1.0 m on the inner side of the sprayed concrete, wherein the steel arch frames are formed by connecting multiple sections of HW200b section steel through sliding nodes, and flanges of the I-shaped steel are parallel to the surface of the tunnel;
5. mounting a foam concrete prefabricated part between the sliding nodes of the two steel arches, spraying C25 early strength concrete with the thickness of 30cm after the mounting is finished, wherein the inner surface of the foam concrete prefabricated part is flush with the inner surface of the sprayed concrete;
6. if the surrounding rock is not stable in deformation, arranging a PVC pipe with the inner diameter of 200mm along the axis of the tunnel to serve as a yielding self-adaptive layer; if the deformation of the surrounding rock is well controlled, the PVC pipe can be left empty without being installed, and the arrangement of the PVC pipe can be properly encrypted or reduced according to the stability degree of the surrounding rock;
7. and laying waterproof boards and non-woven fabrics, and applying C30 reinforced concrete with the thickness of 30-50 cm as a secondary lining after the installation is finished.
The above embodiments are merely illustrative of the principles and effects of the present invention, and are not to be construed as limiting the invention. Modifications and variations can be made to the above-described embodiments by those skilled in the art without departing from the spirit and scope of the present invention. Accordingly, it is intended that all equivalent modifications or changes which may be made by those skilled in the art without departing from the spirit and technical spirit of the present invention be covered by the claims of the present invention.
Claims (9)
1. The utility model provides a self-adaptation composite lining structure suitable for big deformation soft rock tunnel for in time control soft rock big deformation tunnel country rock warp, realizes strutting the self-adaptation in the big deformation tunnel of soft rock, its characterized in that, this self-adaptation composite lining structure comprises early strong preliminary bracing structural layer (1) and secondary lining layer (3) that outside-in set gradually, early strong preliminary bracing structural layer (1) constitute by integrated injection molding's outer layer (11) and inlayer (12), be equipped with between outer layer (11) and inlayer (12) and let press self-adaptation substructure (2).
2. The adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 1, wherein the outer layer is alternately arranged along the extension direction of the tunnel axis and comprises a plurality of long constant-resistance large-deformation anchor strips and short constant-resistance large-deformation anchor strips which are parallel to each other, and the projection line of each of the long constant-resistance large-deformation anchor strips and the short constant-resistance large-deformation anchor strips on the bottom surface of the tunnel is respectively perpendicular to the tunnel axis.
3. The adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 2, wherein a plurality of long constant-resistance large-deformation anchor rods (111) are arranged in each long constant-resistance large-deformation anchor rod zone at equal intervals, a plurality of short constant-resistance large-deformation anchor rods (112) are arranged in each short constant-resistance large-deformation anchor rod zone at equal intervals, and every 3-5 short constant-resistance large-deformation anchor rods (112) are fixed in series through W-shaped steel belts.
4. The adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 1, wherein the yielding adaptive substructure (2) comprises foam concrete prefabricated members (23) and a plurality of steel arch frames (21) which are arranged equidistantly along the tunnel axis direction and are parallel to each other, each steel arch frame (21) comprises a plurality of sections of I-steel and a plurality of sliding nodes (22) for connecting two adjacent sections of I-steel, the foam concrete prefabricated members (23) are arranged in the inner layer (12) and correspond to the external positions of the sliding nodes (22) of each steel arch frame (21), and the arrangement direction of each foam concrete prefabricated member (23) is parallel to the tunnel axis.
5. The self-adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 4, wherein the sliding node (22) is a sleeve structure formed by fastening channel steel and steel plates through a high-strength bolt applying pretightening force, the end parts of two adjacent sections of I-shaped steel are respectively inserted into the sliding node, and the distance can be adjusted in the I-shaped inner cavity in a sliding manner.
6. The adaptive composite lining structure for the large-deformation soft rock tunnel according to claim 2, wherein the long constant-resistance large-deformation anchor rod (111) and the short constant-resistance large-deformation anchor rod (112) are identical in structure and are respectively composed of an anchoring end, a rod body, a constant-resistance sleeve, a constant-resistance body and a lock, the anchoring end of the anchoring end is anchored in rock bodies around the tunnel in a prestressed tensioning mode, and the free end of the anchoring end is anchored in the outer layer (11) of the early-strength early-stage structural layer support (1) and is welded through a steel mesh.
7. The self-adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 1, wherein a plurality of PVC pipes (24) which are equidistantly arranged along the circumferential direction are further arranged between the outer surface of the secondary lining layer (3) and the inner layer (12) of the early-strength primary support structure layer (1), and the arrangement direction of each PVC pipe (24) is parallel to the tunnel axis.
8. The adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 1, wherein the secondary lining layer (3) is formed by spraying reinforced concrete with the strength grade of C30 or more, and the outer surface of the secondary lining layer is provided with waterproof boards and non-woven fabrics.
9. The adaptive composite lining structure suitable for the large-deformation soft rock tunnel according to claim 1, wherein the outer layer (11) and the inner layer (12) of the early-strength preliminary bracing structure layer (1) are both formed by spraying concrete with the strength grade of C25.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110206560A (en) * | 2019-05-22 | 2019-09-06 | 同济大学 | A kind of adaptive composite lining structure suitable for large deformation soft rock tunnel |
| CN111594223A (en) * | 2020-06-12 | 2020-08-28 | 河海大学 | Yielding structure capable of absorbing aging deformation of anchoring body and supporting method thereof |
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2019
- 2019-05-22 CN CN201920739958.0U patent/CN210483744U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110206560A (en) * | 2019-05-22 | 2019-09-06 | 同济大学 | A kind of adaptive composite lining structure suitable for large deformation soft rock tunnel |
| CN111594223A (en) * | 2020-06-12 | 2020-08-28 | 河海大学 | Yielding structure capable of absorbing aging deformation of anchoring body and supporting method thereof |
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