CN114483085A - Construction method of double-partition double-control system of soft rock tunnel - Google Patents
Construction method of double-partition double-control system of soft rock tunnel Download PDFInfo
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- CN114483085A CN114483085A CN202210335788.6A CN202210335788A CN114483085A CN 114483085 A CN114483085 A CN 114483085A CN 202210335788 A CN202210335788 A CN 202210335788A CN 114483085 A CN114483085 A CN 114483085A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
Abstract
The invention belongs to the technical field of lining tunnels, and particularly relates to a construction method of a double-partition double-control system of a soft rock tunnel, which comprises the following steps: firstly, excavating an upper step, a middle step and a lower step; after the excavation of each step is finished, spraying a concrete layer on the surface of the tunnel, reinforcing the surrounding rock of the tunnel, then carrying out anchor rod/cable construction operation, and immediately applying pretightening force after the construction is finished; wherein, before the concrete layer is sprayed on the surface of the tunnel by the upper step, the tunnel face is firstly subjected to advanced grouting through an advanced grouting guide pipe so as to enhance the strength of the tunnel face; after the anchor rod/cable construction is completed on the surface of the whole tunnel surrounding rock, an arch frame or a truss is immediately erected on the surface of the tunnel, and a distance of 200-400mm is reserved between the arch frame or the truss and the tunnel surrounding rock. The construction method of the invention adopts the anchor rods/cables and the arch frame or the truss to support the tunnel, and can reduce the deformation of the surrounding rock from meter level to millimeter level.
Description
Technical Field
The invention belongs to the technical field of lining tunnels, and particularly relates to a construction method of a double-partition double-control system of a soft rock tunnel.
Background
At present, the excavation of soft rock tunnels is increased year by year, the problems of large deformation of different degrees occur in the construction of soft rock tunnels at home and abroad, and the problems of construction period delay, difficult support, property loss, casualties and the like caused by the overlarge deformation of the soft rock tunnels are the challenges for excavating the soft rock tunnels for human beings. The existing tunnel supporting system and construction method are difficult to meet the use requirements. The supporting effect of tunnel surrounding rock is not good, and when geological motion or large deformation of the surrounding rock occur, the tunnel can generate meter-level large deformation, namely the tunnel deformation is larger than 1 m.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to provide a construction method of a double-partition double-control system of a soft rock tunnel, which can solve the technical problem of large deformation of surrounding rocks.
In order to achieve the above purpose, the invention provides the following technical scheme:
the construction method of the double-partition double-control system of the soft rock tunnel comprises the following steps:
firstly, excavating an upper step, a middle step and a lower step;
after the excavation of each step is finished, spraying a concrete layer on the surface of the tunnel, reinforcing the surrounding rock of the tunnel, then carrying out anchor rod/cable construction operation, and immediately applying pretightening force after the construction is finished;
wherein, before the concrete layer is sprayed on the surface of the tunnel by the upper step, the tunnel face is firstly subjected to advanced grouting through an advanced grouting guide pipe so as to enhance the strength of the tunnel face;
after the anchor rod/cable construction is completed on the surface of the whole tunnel surrounding rock, an arch frame or a truss is immediately erected on the surface of the tunnel, a distance of 200-400mm is reserved between the arch frame or the truss and the tunnel surrounding rock for releasing the deformation energy of the surrounding rock, and the truss and the surrounding rock are fixed through a large locking pin.
Preferably, once the arch or truss is erected stably, the concrete is poured once to serve as a permanent support.
Preferably, in the anchor rod/cable construction operation, the anchor rod/cable adopted is an NPR anchor rod/cable.
Preferably, the arch is an NPR steel arch and the truss is an NPR steel truss.
Preferably, both ends of the arch are fixedly arranged on the ground of the tunnel.
Preferably, after the truss is erected, then erecting an inverted arch double-layer space truss at the bottom of the tunnel; and the two end parts of the double-layer three-dimensional truss with the inverted bottom arch are fixedly connected with the two end parts of the truss.
Preferably, in the construction process of each step, after the concrete layer is sprayed on the surface of the tunnel, the high-strength flexible net and the W-shaped steel belt are sequentially paved, then the anchor rod/cable construction operation is carried out, and the anchor rod/cable sequentially penetrates through the W-shaped steel belt, the high-strength flexible net and the concrete layer to be driven into the rock body.
Preferably, anchor/cable construction is performed on the tunnel roof by using an anchor/cable drilling machine at the upper step, anchor/cable construction is performed on two sides of the tunnel by using a pneumatic rock drill at the middle step, and anchor/cable construction is performed on the bottom of the tunnel by using the pneumatic rock drill at the lower step.
Preferably, the anchor rods/cables comprise long anchor rods/cables and short anchor rods/cables, and the long anchor rods/cables and the short anchor rods/cables are arranged alternately along the circumferential direction of the tunnel.
Preferably, the anchor rods/cables are long anchor rods/cables or short anchor rods/cables, and the anchor rods/cables are uniformly distributed along the circumferential direction of the tunnel.
Has the advantages that:
the construction method of the invention adopts the anchor rods/cables and the arch frame or the truss to support the tunnel, and can reduce the deformation of the surrounding rock from meter level to millimeter level. The method can ensure the minimum deformation degree of the tunnel surrounding rock on the basis of safe construction, and achieves scientific and reasonable support.
The double-separation double-control technology means 'one-separation' -flexible isolation of an anchor rod/cable new material regulation and control system, and 'one-control' -meter-level large deformation control is centimeter-level small deformation. "two separate" -rigid isolation of the arch or truss, "two control" -centimeter-level small deformation control is millimeter-level micro deformation.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a schematic diagram of the stepped excavation of the present invention;
fig. 2 is a schematic structural diagram of an embodiment 1 of the soft rock tunnel double-compartment double-control system according to the present invention;
fig. 3 is a schematic structural diagram of an embodiment 2 of the soft rock tunnel double-compartment double-control system according to the present invention;
FIG. 4 is a schematic structural view of an NPR bolt of the present invention;
FIG. 5 is a top view of an NPR steel truss of the present invention;
FIG. 6 is a perspective view of an NPR steel truss and an inverted arch double-layer space truss according to the present invention;
FIG. 7 is an enlarged view of a portion of FIG. 6 at A;
FIG. 8 is an enlarged view of a portion of FIG. 6 at B;
fig. 9 is a graph of the deformation of the tunnel surrounding rock and the time relationship.
The names corresponding to the reference numbers in the figures are: 1-short anchor/cable; 2-long anchor/cable; 3, tunneling; 4-a truss; 5-double-layer three-dimensional truss with inverted bottom arch; 6-high-strength flexible net; 7-W type steel belt; 8-an arch frame; 9-concrete; 10-secondary lining; 11-advanced grouting guide pipe; 12-big locking leg; 21-lower step; 22-middle step; 23-upper step; 101-an anchoring section; 102-a rod body; 103-a cannula; 104-sealing and grouting; 105-a cone; 106-a tray; 107-fastening nuts; a first layer of 41-NPR steel truss; a 42-NPR steel truss second layer; 43-main bar; 44-a second connecting rod; 45-first connecting rod; 46-a connecting plate; 47-high strength bolt.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
As shown in fig. 1-9, the construction method of the double-isolation and double-control system of the soft rock tunnel comprises the following steps:
firstly, excavating an upper step 23, a middle step 22 and a lower step 21;
after the excavation of the upper step is finished, firstly, advance grouting is carried out on the tunnel face through an advance grouting guide pipe 11 to strengthen the strength of the tunnel face, then a concrete layer is sprayed on the surface of the tunnel to reinforce the surrounding rock of the tunnel 3, then anchor rod/cable construction operation is carried out, and pretightening force is immediately applied after the construction is finished;
after the excavation of the middle step and the lower step is finished, spraying a concrete layer on the surface of the tunnel 3 to reinforce the surrounding rock of the tunnel 3, then carrying out anchor rod/cable construction operation, and immediately applying pretightening force after the construction is finished;
after the anchor rod/cable construction is completed on the surface of the surrounding rock of the whole tunnel 3, an arch frame or a truss is immediately erected on the surface of the tunnel 3, and a distance of 200 and 400mm (for example, 200mm, 220mm, 250mm, 280mm, 300mm, 320mm, 350mm, 380mm or 400 mm) is reserved between the arch frame or the truss and the surrounding rock of the tunnel 3 for releasing the deformation energy of the surrounding rock; the truss and the surrounding rock are fixed through a large locking foot 12.
Arches or trusses are erected within the tunnel 3 to provide rigid support to the surrounding rock. The shape of the arch or truss is adapted to the shape of the tunnel.
In an alternative embodiment of the invention, once the arch or truss has been stabilized, concrete 9 is poured once to provide permanent support. Specifically, the C30 concrete is poured for 50-80cm (for example, 50cm, 55cm, 60cm, 65cm, 70cm, 75cm or 80 cm) at one time, and the arch frame or the truss is poured in.
In an alternative embodiment of the present invention, the anchor rod/cable used in the anchor rod/cable construction operation is an existing anchor rod or anchor cable, for example, the anchor rod may be a wood anchor rod, a metal anchor rod, a steel bar or wire rope mortar anchor rod, a resin anchor rod or a cement anchor rod, and the anchor cable may be a stainless steel anchor cable or a carbon steel anchor cable.
In a preferred embodiment of the invention, the anchor/cable used in the anchor/cable construction operation is an NPR anchor/cable (NPR anchor or NPR anchor cable).
In the excavation process of the tunnel 3, along with the redistribution of the stress of the surrounding rocks, the surrounding rocks of the tunnel 3 deform under the action of stress load. In the deformation process of the surrounding rock, the axial force of a transverse resistance anchor rod/cable (NPR anchor rod/cable) under the action of the surrounding rock is continuously increased, and when the axial force of an anchor cable exceeds a designed constant resistance value, the sleeve 103 is transversely expanded under the friction and extrusion action between a cone 105 in the constant resistance device and the sleeve 103, so that the macroscopic NPR structural effect is realized.
The NPR stock/rope has advantages such as high pretightning force, high constant resistance value, big elongation, consolidates the back to 3 country rocks in tunnel, when geological motion or country rocks are out of shape greatly appear, can carry out the flexibility with 3 and the big rock mass of outside deformation in tunnel and keep apart, and the big deformation control of meter level is centimetre level and is out of shape (as shown in figure 9).
In an alternative embodiment of the invention, shown in fig. 3, the arch 8 is fixed at both ends to the tunnel floor. Specifically, the two ends of the arch center 8 are supported on the ground of the tunnel, the bottom of the arch center 8 can be directly fixedly connected to the bottom of the tunnel and can also be riveted by piling, and the strength of the tunnel can be flexibly applied.
In an alternative embodiment of the invention, the arch 8 is an NPR steel arch 8 (made of NPR material). In other embodiments, the arch 8 may also be a carbon steel arch 8 or a stainless steel arch 8.
In an alternative embodiment of the present invention, as shown in fig. 2, after the truss 4 is erected, an inverted arch double-layer space truss 5 is erected at the bottom of the tunnel; the two end parts of the double-layer three-dimensional truss 5 with the inverted bottom arch are fixedly connected with the two end parts of the truss 4. The inverted arch double-layer three-dimensional truss 5 and the truss 4 form a closed ring. The double-layer three-dimensional truss 5 with the inverted bottom arch has the function of forming a closed-loop supporting truss with the steel truss, and the stability of the truss is improved. The inverted arch double-layer space truss 5 is buried at the bottom of the tunnel.
In an alternative embodiment of the invention, the truss is a carbon steel truss or a stainless steel truss.
In a preferred embodiment of the invention, the truss is an NPR steel truss. Specifically, the NPR steel truss is made of NPR steel materials, and the characteristics of the NPR steel materials are fully utilized. The NPR material has the characteristics of no magnetism, high strength, high toughness and high uniform extension, and can adapt to large deformation. The deformation of the NPR material can reach 25 to 37 percent. The yield strength point value of ordinary steel is only one third of that of NPR new material, and when the force reaches 85 kilonewtons, the deformation is irreversible. NPR steel, however, does not break until the force continues to be applied to 230 kN.
Therefore, the NPR steel truss 4 has the characteristics of absorbing the uneven deformation of surrounding rocks, transferring the unbalanced stress of the truss, converting bending resistance (torsion) into compression resistance (pulling) and the like, plays a role in rigid isolation on the tunnel 3, and controls the centimeter-level small deformation to the millimeter-level micro deformation (as shown in figure 9).
In an alternative embodiment of the present invention, as shown in fig. 5 to 8, the NPR steel truss is a double-layer truss, two spaced main rods 43 are correspondingly disposed on both the upper layer and the lower layer of the NPR steel truss, the main rods 43 are circumferentially fitted to the tunnel 3, adjacent main rods 43 are connected by a first connecting rod 45 and a second connecting rod 44, the first connecting rod 45 is vertical to the main rods 43, and the second connecting rod 44 is disposed obliquely with respect to the main rods 43. The first connecting rod 45 and the second connecting rod 44 are welded to the main rod 43.
The main rod 43, the first connecting rod 45 and the second connecting rod 44 are all made of NPR steel. Specifically, the main rod 43 is an I-steel (e.g., I25b I-steel), the first connecting rod 45 is a T-beam, and the second connecting rod 44 is a deformed steel bar. The length of the T-beam is 50-80cm (e.g. 50cm, 55cm, 60cm, 65cm, 70cm, 75cm or 80 cm), preferably 60 cm. The diameter of the deformed steel bar is 20-25mm (for example, 20cm, 21cm, 22cm, 23cm, 24cm or 25 cm), and preferably, the diameter of the deformed steel bar is 22 mm.
The inverted arch double-layer three-dimensional truss 5 is fixedly connected with the NPR steel truss through high-strength bolts 47, specifically, connecting plates 46 are correspondingly arranged at the ends of the inverted arch double-layer three-dimensional truss 5 and the NPR steel truss, and mounting holes for inserting the high-strength bolts 47 are formed in the connecting plates 46.
The NPR steel truss is of a multi-section structure, adjacent sections of the NPR steel truss are connected through high-strength bolts 47, specifically, connecting plates 46 are correspondingly arranged between adjacent sections of the NPR steel truss 4, and mounting holes for inserting the high-strength bolts 47 are formed in the connecting plates 46.
In other embodiments of the invention, adjacent segments of the NPR steel truss 4 are connected by welding.
In an optional embodiment of the invention, after the excavation of the upper bench is completed, the tunnel face is firstly subjected to advanced grouting through an advanced grouting guide pipe 11 to improve the strength of the tunnel face, then a concrete layer (for example, 50mm, 60m, 80mm, 90mm, 120mm or 150 m) with the thickness of 50mm-150mm is sprayed on the surface of the tunnel 3 to reinforce the surrounding rock of the tunnel 3, then the high-strength flexible net 6 and the W-shaped steel belt 7 are sequentially paved, and then anchor rod/cable construction operation is carried out, wherein the anchor rod/cable sequentially penetrates through the W-shaped steel belt 7, the high-strength flexible net 6 and the concrete layer to be driven into the rock mass, so that the high-strength flexible net is fixed.
After the excavation of the middle step and the lower step is finished, concrete layers (for example, 50mm, 60m, 80mm, 90mm, 120mm or 150 m) with the thickness of 50mm-150mm are sprayed on the surface of the tunnel, the surrounding rock of the tunnel is reinforced, then the high-strength flexible net 6 and the W-shaped steel belt 7 are sequentially paved, then NPR anchor rod/cable construction operation is carried out, and the NPR anchor rod/cable penetrates into the interior of a rock body from the W-shaped steel belt, so that the high-strength flexible net is fixed.
In an alternative embodiment of the invention, the top plate of the tunnel 3 is subjected to NPR bolting/rigging work using a bolting/rigging machine at the upper step 23, bolting/rigging work is performed on both sides of the tunnel 3 using a pneumatic rock drill at the middle step 22, and bolting/rigging work is performed on the bottom of the tunnel 3 using a pneumatic rock drill at the lower step 21.
The excavation of the upper step 23, the middle step 22 and the lower step 21 may be performed simultaneously or sequentially.
In an alternative embodiment of the invention, the anchor/cable comprises long anchor/cable 2 and short anchor/cable 1, the long anchor/cable 2 and short anchor/cable 1 being arranged alternately in the circumferential direction of the tunnel 3.
In an alternative embodiment of the invention, the anchor rods/cables are all short anchor rods/cables which are evenly distributed along the circumference of the tunnel.
In an alternative embodiment of the invention, the anchor rods/cables are all long anchor rods/cables which are evenly distributed along the circumference of the tunnel.
In an optional embodiment of the invention, the anchor rods/cables have a plurality of rows, and a plurality of rows of anchor rods/cables are uniformly distributed along the length direction of the tunnel 3, and the row distance is 1100 and 1300mm (for example, 1100mm, 1150mm, 1180mm, 1220mm, 1270mm or 1300 mm); preferably, the pitch is 1200 mm.
The spacing of each row of anchors/cables is 900-. Preferably the pitch of each row of bolts/cables is 1000 mm.
The diameter of the steel strand of the anchor rod/cable is phi 20-25mm (for example: 20mm, 21mm, 22mm, 23mm, 24mm or 25 mm); preferably, the steel strands of the anchor/cable have a diameter of 21.8 mm.
In an alternative embodiment of the invention, shown in figure 4, an NPR bolt comprises: anchor segment 101, body of rod 102, sleeve 103, sealing grout 104, cone 105, tray 106 and fastening nut 107. The inner diameter of the sleeve 103 is 32mm and the diameter of the shaft body 102 is 22 mm.
The cone 105 is piston-shaped and is inserted into the sleeve 103. The inner diameter of the sleeve 103 is slightly larger than the diameter of the large diameter end of the cone 105. The large diameter end of the cone 105 is located at one end of the sleeve 103 close to the surface of the tunnel 3, the small diameter end of the cone 105 is fixedly connected with the rod body 102(rebar), and the end of the rod body 102 far away from the cone 105 is provided with an anchoring section 101. The casing 103 is filled with sealing grout 104. A high-strength flexible net 6 and a W-shaped steel belt 7 are arranged between the tray 106 and the surrounding rock surface of the tunnel 3, the tray 106 is arranged on the outer side of the W-shaped steel belt 7, and the tray 106 is used for transmitting the deformation of the rock body to the sleeve 103. The fastening nut 107 is a force-transmitting device.
NPR (Negative Poisson's ratio Negative Poisson ratio) anchor rod working principle: when an outward axial load (tension) is applied to the free end of the NPR bolt, the sleeve 103 will produce a displacement opposite to the anchoring end, i.e. a deformation of the bolt. The movement of the sleeve 103 corresponds to a sliding movement of the cone 105 relative to the inner wall of the sleeve 103. As the cone 105 slides within the casing 103, the casing 103 undergoes radial expansion deformation, thereby creating a Negative Poisson Ratio (NPR) structural effect.
In an optional embodiment of the present invention, before the excavation of the upper step 23, the middle step 22, and the lower step 21, the construction method of the dual-spacing dual-control system for the soft rock tunnel further includes the following steps:
firstly, analyzing geological conditions of surrounding rocks of a tunnel 3, wherein the geological conditions comprise engineering geological condition analysis, mechanical parameter determination, surrounding rock macro and microstructure analysis and the like;
then, determining a surrounding rock deformation mechanical mechanism, and carrying out countermeasure design;
and then, carrying out process design and determining the construction sequence of the surrounding rock engineering of the tunnel 3.
In an alternative embodiment of the present invention, after the concrete pouring of the arch or truss is completed, the construction method further includes the steps of: and (4) parameter design, namely completing primary anchor net spraying support parameter design, secondary anchor rod/cable support time and position design, pre-deformation space calculation and truss row spacing determination.
Example 1:
the construction method of the double-partition double-control system of the soft rock tunnel comprises the following steps:
the method comprises the following steps of firstly, analyzing geological conditions of surrounding rocks of a tunnel 3, wherein the geological conditions comprise engineering geological condition analysis, mechanical parameter determination, surrounding rock macro and microstructure analysis and the like.
And secondly, determining a surrounding rock deformation mechanical mechanism and carrying out countermeasure design.
Thirdly, process design is carried out, and the construction sequence of the tunnel 3 surrounding rock engineering is determined:
firstly, excavating an upper step 23, a middle step 22 and a lower step 21;
after the excavation of the upper step is finished, firstly, the tunnel face is subjected to advanced grouting through an advanced grouting guide pipe 11 so as to improve the strength of the tunnel face, then a concrete layer with the thickness of 100mm is sprayed on the surface of the tunnel 3 to reinforce the surrounding rock of the tunnel 3, then a high-strength flexible net 6 and a W-shaped steel belt 7 are sequentially laid, then NPR anchor rod/cable construction operation is carried out, pre-tightening force is immediately applied after the construction is finished, and the NPR anchor rod/cable penetrates into the rock body from the W-shaped steel belt 7 so as to fix the high-strength flexible net;
after the excavation of the middle step and the lower step is finished, a concrete layer with the thickness of 100mm is sprayed on the surface of the tunnel to reinforce the surrounding rock of the tunnel, then a high-strength flexible net 6 and a W-shaped steel belt 7 are sequentially paved, and then NPR anchor rods/cables are constructed, penetrate into the rock body from the W-shaped steel belt 7, so that the high-strength flexible net is fixed;
after the excavation of the lower step is finished, a concrete layer with the thickness of 100mm is sprayed on the surface of the tunnel, the surrounding rock of the tunnel is reinforced, then the high-strength flexible net 6 and the W-shaped steel belt 7 are sequentially paved, then NPR anchor rods/cables are constructed, and the NPR anchor rods/cables penetrate into the rock body from the W-shaped steel belt 7, so that the high-strength flexible net is fixed;
the three steps are all provided with the same NPR anchor rods/cables, the NPR anchor rods/cables are NPR long anchor rods/cables 2 and NPR short anchor rods/cables 1, and the NPR long anchor rods/cables 2 and the NPR short anchor rods/cables 1 are arranged along the direction of the tunnel 3 in a staggered mode; the lengths of the NPR long anchor rod/cable 2 and the NPR short anchor rod/cable 1 are 12300mm and 7300mm respectively;
the top plate of the tunnel 3 is subjected to NPR anchor rod/cable construction operation by using an anchor rod/cable drilling machine at an upper step 23, anchor rod/cable construction is carried out on two sides of the tunnel 3 by using a pneumatic rock drill at a middle step 22, and anchor rod/cable construction is carried out on the bottom of the tunnel 3 by using the pneumatic rock drill at a lower step 21.
Fourthly, after NPR anchor rod/cable construction is completed on the surface of surrounding rocks of the whole tunnel 3, an NPR steel three-dimensional truss 4 is immediately erected on the surface of the tunnel 3, a distance of 300mm is kept between the NPR steel three-dimensional truss 4 and the surrounding rocks of the tunnel for releasing deformation energy of the surrounding rocks, and then an inverted arch double-layer three-dimensional truss 5 is erected at the bottom of the tunnel 3.
And fifthly, when the NPR steel three-dimensional truss 4 is stable, pouring concrete at one time to serve as a permanent support. Specifically, C30 concrete is poured for 60cm at one time, and the NPR steel three-dimensional truss 4 is poured in.
And sixthly, designing parameters, namely completing primary anchor net spraying support parameter design, secondary anchor rod/cable support time and position design, calculation of reserved deformation space and determination of truss row spacing.
In conclusion, the invention provides a design scheme of combining an NPR anchor rod/cable (constant-resistance large-deformation anchor rod/cable) and an NPR steel three-dimensional truss 4 based on a large-deformation control theory aiming at the problem that the conventional anchor rod, anchor cable and steel arch 8 are easy to lose effectiveness in the control process of the large-deformation disaster of the soft rock and aiming at the stratum structure in front of the tunnel face of the tunnel 3.
As shown in fig. 9, in the graph of the relationship between the deformation amount of the surrounding rock and the time, the abscissa indicates the time, the ordinate indicates the deformation amount of the surrounding rock, the abscissa indicates the arch or the truss, the dotted line indicates the deformation amount of the surrounding rock subjected to the dual actions of the arch or the truss and the anchor/cable with time, and after the deformation of the surrounding rock reaches the position of the arch or the truss from the zero point with time, the deformation of the surrounding rock is controlled at the position and is in a millimeter-scale micro-deformation. Therefore, the invention can control the deformation of the surrounding rock to millimeter-scale micro-deformation under the action of the arch frame 8/truss and the anchor rod/cable.
It should be understood that the above description is only exemplary, and the embodiments of the present application do not limit the present invention.
The above description is only exemplary of the invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the invention is intended to be covered by the appended claims.
Claims (10)
1. The construction method of the double-partition double-control system of the soft rock tunnel is characterized by comprising the following steps of:
firstly, excavating an upper step, a middle step and a lower step;
after the excavation of each step is finished, spraying a concrete layer on the surface of the tunnel, reinforcing the surrounding rock of the tunnel, then carrying out anchor rod/cable construction operation, and immediately applying pretightening force after the construction is finished;
wherein, before the concrete layer is sprayed on the surface of the tunnel by the upper step, the tunnel face is firstly subjected to advanced grouting through an advanced grouting guide pipe so as to enhance the strength of the tunnel face;
after the anchor rod/cable construction is completed on the surface of the whole tunnel surrounding rock, an arch frame or a truss is immediately erected on the surface of the tunnel, and a distance of 200-400mm is reserved between the arch frame or the truss and the tunnel surrounding rock for releasing the deformation energy of the surrounding rock.
2. The soft rock tunnel double-partition double-control system construction method according to claim 1, wherein after the arch frame or the truss frame is erected stably, concrete is poured once to serve as a permanent support.
3. The soft rock tunnel double-partition double-control system construction method according to claim 1, wherein in the anchor rod/cable construction operation, an NPR anchor rod/cable is adopted.
4. The soft rock tunnel double-partition double-control system construction method according to claim 1, wherein the arch is an NPR steel arch, and the truss is an NPR steel truss.
5. The soft rock tunnel double-partition double-control system construction method according to claim 3, wherein two ends of the arch center are fixedly arranged on the tunnel ground.
6. The soft rock tunnel double-partition double-control system construction method according to claim 1, wherein after the truss is erected, an inverted arch double-layer three-dimensional truss is erected at the bottom of the tunnel; and the two end parts of the double-layer three-dimensional truss with the inverted bottom arch are fixedly connected with the two end parts of the truss.
7. The soft rock tunnel double-partition double-control system construction method according to claim 1, characterized in that in the construction process of each step, after a concrete layer is sprayed on the surface of the tunnel, a high-strength flexible net and a W-shaped steel belt are sequentially laid, then anchor rod/cable construction work is carried out, and the anchor rod/cable sequentially penetrates through the W-shaped steel belt, the high-strength flexible net and the concrete layer to be driven into the rock mass.
8. The soft rock tunnel double-partition double-control system construction method according to any one of claims 1-7, characterized in that anchor/cable construction work is performed on a tunnel top plate by using an anchor/cable drilling machine at an upper step, anchor/cable construction work is performed on two sides of the tunnel by using a pneumatic rock drilling machine at a middle step, and anchor/cable construction work is performed on the bottom of the tunnel by using the pneumatic rock drilling machine at a lower step.
9. The soft rock tunnel double-spacing double-control system construction method according to any one of claims 1-7, wherein the anchor rods/cables comprise long anchor rods/cables and short anchor rods/cables, and the long anchor rods/cables and the short anchor rods/cables are alternately arranged along the circumferential direction of the tunnel.
10. The soft rock tunnel double-partition double-control system construction method according to any one of claims 1-7, wherein the anchor rods/cables are long anchor rods/cables or short anchor rods/cables, and the anchor rods/cables are uniformly distributed along the circumferential direction of the tunnel.
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| CN116641724A (en) * | 2023-07-27 | 2023-08-25 | 中国矿业大学(北京) | Cooperative control method for high-prestress constant-resistance anchor rod and anchor cable of deep-buried soft rock roadway |
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