CN110159314B - Tunnel flexible ring type supporting system suitable for penetrating through movable fracture zone - Google Patents
Tunnel flexible ring type supporting system suitable for penetrating through movable fracture zone Download PDFInfo
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- CN110159314B CN110159314B CN201910375947.3A CN201910375947A CN110159314B CN 110159314 B CN110159314 B CN 110159314B CN 201910375947 A CN201910375947 A CN 201910375947A CN 110159314 B CN110159314 B CN 110159314B
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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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
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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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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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
- 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
- E21D11/22—Clamps or other yieldable means for interconnecting adjacent arch members either rigidly, or allowing arch member parts to slide when subjected to excessive pressure
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Abstract
The invention discloses a flexible ring type supporting system suitable for a tunnel passing through a movable fracture zone, which is characterized in that a surrounding rock grouting reinforcement layer, a primary support layer, an anchor net layer, a reinforcing steel bar row, a first ring-shaped steel arch, a rubber shock absorption layer, a second ring-shaped steel arch, a supporting oil cylinder, a third ring-shaped steel arch, a rubber particle filling layer and a prefabricated steel pipe tunnel are sequentially arranged from an outer layer to an inner layer; the primary support layer is excavated and formed on the section of the tunnel, after the grouting reinforcement process is completed, the ribbed steel bars are laid and concrete is sprayed along the annular outline of the surrounding rock of the tunnel, and the construction of the primary support layer is completed after the maintenance is finished; the anchor net layer fixes the dense-hole reinforcing mesh on the primary support layer by using an anchor rod; the reinforcing steel bar rows are laid on the anchor net layer along the axial direction of the tunnel; the support cylinder includes a plurality ofly, is the array along tunnel axial direction and radial direction and distributes.
Description
Technical Field
The invention relates to a flexible ring-type supporting system of a tunnel suitable for passing through a movable fracture zone,
background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
With the advance of western large development and construction, more and more tunnels face the construction task of crossing a movable fault zone in China, particularly for the tunnels crossing the movable fault zone, under the action of fault broken rock mass pressure and movable fault dislocation in a strong earthquake, the tunnels have the seismic damage phenomena of lining cracking, dislocation and even overall collapse, for example, in 7.0-grade earthquake of Isu Dou Daisy island in 1978, a 906m single-line rice extraction tunnel is seriously damaged due to crossing a mountain fault, the middle part of the tunnel generates 0.5m bulge, the transverse deformation of the tunnel at the fault is influenced most, the maximum horizontal displacement reaches 0.7m, a concrete lining is peeled off and deformed, an inverted arch has serious cracks and is lifted, and reinforcing steel bars are pulled off. When strong earthquake motion occurs, the dislocation quantity of the active fault can be increased to a range of several meters from several centimeters, and a tunnel structure adopting a conventional structural form directly bears shearing, extruding or pulling actions caused by relative dislocation of an upper plate and a lower plate of the fault in the fault dislocation process, so that the tunnel structure is seriously damaged. At present, two measures of a longitudinal variable structure and a transverse expanding and digging structure are generally adopted for a tunnel which passes through an active fault fracture zone in a high-intensity earthquake region.
The longitudinal variable structure is mainly characterized in that a certain number of flexible joints or damping seams are longitudinally arranged along the tunnel, longitudinal non-uniform deformation of the tunnel caused by faults is reduced, and self-adaptive deformation capacity of the tunnel is improved, so that the action of fault faults in axial shearing and extrusion of the tunnel is reduced, but local shearing, extrusion and stretching damage possibly occurs at the positions where the flexible joints and the damping seams are arranged in the tunnel, on one hand, the waterproof function of the tunnel is difficult to ensure, and on the other hand, when the faults penetrate through a large fault fracture zone, the longitudinal variable structure is difficult to provide enough integral bearing capacity of the tunnel.
The transverse expanding excavation structure is mainly characterized in that cross section expanding excavation is adopted in a fault dislocation section tunnel, fault dislocation amount is reserved, fault dislocation displacement is absorbed, but the cross section expanding excavation increases construction economic cost, surrounding rock self-bearing capacity is weakened, and under the action of shearing and extrusion of an active fault, the instability of a broken zone rock mass can be caused, so that the tunnel cannot bear the instability pressure of the broken zone rock mass, the whole collapse and water burst and other serious earthquake damages are caused.
The inventor finds that at present, some tunnels in China have completed the construction task of the tunnels passing through the movable fracture zone by applying the method, but the tunnels have single structural form and cannot effectively resist strong shearing stress and tensile stress generated by fault dislocation on the tunnels, so that the tunnels have the problems of inverted arch bulge or collapse, secondary lining spalling, water-proof layer failure and the like after fault movement, the tunnels cannot normally operate, and the quantity of construction work for later tunnel maintenance is large, thereby causing great economic loss.
Disclosure of Invention
The invention aims to overcome the defects and shortcomings of the prior art, and provides a flexible ring type supporting system for a tunnel, which is suitable for passing through a movable fracture zone, wherein the system is annularly supported on the movable fracture zone, so that the shearing stress, the tension stress, the compression stress and the bending damage of the tunnel caused by fault movement can be effectively reduced, the whole is zero, and the normal passing of the tunnel can be still ensured when the fault generates large displacement and dislocation.
The invention adopts the following technical scheme:
the invention aims to provide a flexible ring type supporting system for a tunnel passing through a movable fracture zone, which sequentially comprises a surrounding rock grouting reinforcement layer, a primary support layer, an anchor net layer, a reinforcing steel bar row, a first annular steel arch, a rubber shock absorption layer, a second annular steel arch, a supporting oil cylinder, a third annular steel arch, a rubber particle filling layer and a prefabricated steel pipe tunnel from an outer layer to an inner layer;
the primary support layer is arranged along the annular outline of the tunnel surrounding rock, the primary support layer is formed on the section of the tunnel by excavation, after the grouting reinforcement process is completed, the laying of ribbed steel bars and the spraying of concrete are carried out along the annular outline of the tunnel surrounding rock, and the construction of the primary support layer is completed after the maintenance is finished;
the anchor net layer fixes the dense-hole reinforcing mesh on the primary support layer by using an anchor rod;
the reinforcing steel bar rows are laid on the anchor net layer along the axial direction of the tunnel;
the supporting oil cylinders are distributed in an array manner along the axial direction and the radial direction of the tunnel;
the first annular steel arch is arranged on the steel bar row;
and a rubber particle filling layer is filled in the third annular steel arch and is used for supporting the prefabricated steel pipe tunnel.
As a further technical scheme, the surrounding rock grouting reinforcement layer is made of high polymer grouting materials, the materials are reacted, then the volume of the materials is rapidly expanded to form foamed solids, cracks and cavities of a fault fracture zone can be effectively filled, the reinforcement effect is achieved, and the certain shock insulation, shock absorption and seepage prevention effects are achieved.
As a further technical scheme, the ribbed reinforcing mesh is arranged in the sprayed concrete of the primary support layer.
As a further technical scheme, the anchor net layer adopts a dense-hole reinforcing mesh and is fixed on the primary support layer by an anchor rod array.
As a further technical scheme, the reinforcing steel bar rows adopt different laying densities according to the crushing degree of the fault crushing zone; the steel bar row is laid under the first annular steel arch.
As a further technical scheme, the first annular steel arch tightly extrudes the reinforcing steel bar rows on the primary support layer and the anchor net layer.
As a further technical scheme, the rubber cushioning layer is laid on the inner diameter of the first annular steel arch in a mode of overlapping a plurality of layers of rubber pads, and the layers are fixed by extrusion force and friction force and belong to movable links.
As a further technical scheme, the second annular steel arch, the third annular steel arch and the first annular steel arch are all made of high-strength steel and are plated with an anti-rust layer with a certain thickness.
As a further technical scheme, a rigid strength spring is arranged on the outer ring of a top support column of the support oil cylinder, the diameter of a chassis of the support oil cylinder is larger than that of the top support column of the support oil cylinder, and the concentrated stress generated by the support oil cylinder on the second annular steel arch is reduced; the bottom of the cylinder body of the supporting oil cylinder is welded with the second annular steel arch, and the top of the top supporting column of the supporting oil cylinder is welded with the third annular steel arch.
As a further technical scheme, the rubber particle filling layer is filled in the third annular steel arch inner ring and is bonded together by high polymer slurry.
As a further technical scheme, the outer surface of the prefabricated steel pipe tunnel is covered with a waterproof layer, so that the influence of water seepage on tunnel operation under an unexpected condition (water seepage which cannot be blocked by a grouting reinforcing layer and a primary support layer) can be prevented.
The construction method of the tunnel flexible ring type supporting system suitable for penetrating through the movable fracture zone comprises the following steps:
A. before the movable fracture zone is dug (about 30-50 m), a transition expanding excavation section is constructed, so that the concentrated stress of the surrounding rock is reduced;
B. excavating an expanded excavation section, and performing high polymer grouting reinforcement, primary support construction and anchor net laying on a fault fracture zone of the expanded excavation section;
C. determining the distribution density of the flexible ring supports according to the historical activity strength, the frequency degree, the crushing degree and the like of the field activity fracture zone, and laying the flexible ring supports;
D. laying a prefabricated steel pipe tunnel, hoisting and welding tunnel segments on site, and completing tunnel installation between adjacent flexible ring-type supports;
E. and repeating the steps B to D until the tunnel passes through the movable fracture zone, and then symmetrically repeating the step A to complete the construction task of passing through the fault tunnel.
The invention has the beneficial effects that:
(1) the invention provides a flexible ring type supporting system solution for the worldwide technical problem that a tunnel passes through a movable fracture zone. The flexible ring type supporting system has strong axial and radial relative displacement deformation space, the whole is broken into parts, large-scale displacement dislocation on the fracture zone is overlapped by small relative displacement dislocation on the flexible ring type supporting systems, higher-strength fault activity can be resisted, and normal operation of the tunnel is guaranteed.
(2) When fault activity occurs, the mechanism of the invention has the advantages that the influence of the tensile stress, the shearing stress and the bending damage of the movable fracture zone on the tunnel is effectively reduced under the synergistic effect of the parts, the tunnel can be recovered to pass after simple tunnel self-inspection, and the maintenance cost of the tunnel after the fault activity occurs is effectively reduced.
(3) The device is simple in construction method and good in effect, and the comprehensive construction and operation cost is far lower than that of a traditional tunnel penetrating through a movable fracture zone in a long term. The supporting oil cylinder system and the suspension type prefabricated steel pipe tunnel have wide application space, and the safety of the tunnel under the layer-breaking movement is ensured.
(4) The surrounding rock grouting reinforcement layer is made of high polymer grouting materials, the materials are reacted, then the volume of the materials is rapidly expanded to form foamed solids, cracks and cavities of a fault fracture zone can be effectively filled, the reinforcement effect is achieved, and the certain shock insulation, shock absorption and seepage prevention effects are achieved.
(4) The ribbed reinforcing mesh should be arranged in the sprayed concrete on the primary support layer, so that the shear strength and the bending strength of the sprayed concrete are improved, the anti-cutting capacity and the anti-bending capacity of the concrete are improved, the integrity of the sprayed concrete is improved, the shrinkage cracks of the sprayed concrete are reduced, and the local block falling is prevented.
(5) The anchor net layer adopts a dense-hole reinforcing mesh, is fixed on the primary support layer by using an anchor rod array, can block falling of small broken stones, has certain strength and flexibility, has an anti-rust layer on the surface, and prolongs the service life.
(6) The reinforcing steel bar rows adopt different laying densities according to the crushing degree of the fault crushing zone, so that the strength is ensured, and materials can be saved; the reinforcing steel bar row is laid under the first annular steel arch, and the concentrated stress between the steel arch and the primary support layer anchor net layer can be effectively reduced.
(7) The first annular steel arch tightly extrudes the reinforcing steel bar row on the primary support layer and the anchor net layer, effectively fixes the reinforcing steel bar row and the reinforcing steel bar row, and can ensure that the reinforcing steel bar row still keeps the blocking effect when a large falling stone occurs.
(8) The rubber cushioning layer is laid on the inner diameter of the first annular steel arch in a multi-layer rubber pad overlapping mode, and is fixed between layers by means of extrusion force and friction force, and belongs to a movable link. When the fault is subjected to stretching shearing dislocation, the rubber shock absorption layer allows the inner layer and the outer layer to generate axial relative displacement and radial relative displacement within a certain range, and the influence of fault activity on the tunnel is effectively reduced. When an earthquake occurs, the rubber shock absorption layer can play a role in shock absorption to a certain degree, and the influence of the earthquake on the operation of the tunnel is reduced.
(9) The second annular steel arch, the third annular steel arch and the first annular steel arch are all made of high-strength steel and are plated with an anti-rust layer with a certain thickness. The multi-section one-step casting molding is adopted, and the on-site hoisting and welding are convenient.
(10) The supporting oil cylinders are arranged in an array, and rigid strength springs are arranged on the outer rings of the supporting oil cylinders to play a role in damping and cushioning; the chassis of the supporting oil cylinder is directly and obviously larger than the supporting column of the supporting oil cylinder, so that the concentrated stress of the supporting oil cylinder on the second annular steel arch is reduced; the upper disc and the bottom disc of the supporting oil cylinder are connected with the third annular steel arch and the second annular steel arch in a welding mode, so that large tensile and compressive stress and shearing stress can be borne, and loosening among the steel arches is avoided. The supporting oil cylinder can allow any radial relative displacement in a large range, and is used for compensating and offsetting relative dislocation in the fault in a large range. And the third layer of annular steel arch of the inner layer still has effective supporting function after the dislocation occurs, and the effective connection between the tunnel and the flexible ring type supporting system is ensured.
(11) The rubber particle filling layer is filled in the third annular steel arch and bonded together by high polymer slurry, so that the tunnel is high in strength and can be effectively supported. And the device has the effects of shock insulation, shock absorption and shock absorption, and simultaneously allows axial relative displacement and radial relative dislocation within a certain range, thereby effectively resisting the adverse effect of fault movement on tunnel operation.
(12) The structure of the prefabricated steel pipe tunnel is similar to that of a immersed tube tunnel, and the prefabricated steel pipe tunnel suspension is supported on two adjacent flexible ring supports, and the lower part of the suspended section of the tunnel is subjected to large tensile stress, so that the design of a variable cross section is adopted, and the safety of the suspended part of the tunnel is ensured. The prefabricated steel pipe tunnel adopts the horizontal piece formula equipment welding forming process, the transportation in the tunnel of being convenient for, and the welding can effectively guarantee steel pipe tunnel's intensity.
(13) The prefabricated steel pipe tunnel surface covers there is the waterproof layer, can prevent under the unexpected circumstances (the infiltration that grouting reinforcement layer and first layer can not block) the influence that the infiltration produced tunnel operation.
(14) The flexible ring type support (comprising a first ring-shaped steel arch, a rubber cushioning layer, a second ring-shaped steel arch layer, a supporting oil cylinder, a first ring-shaped steel arch and a rubber particle filling layer) is distributed in different distribution densities according to the historical activity intensity, the frequency degree and the crushing degree of the field activity fracture zone, and the construction cost can be effectively reduced under the condition of ensuring the safety of the tunnel. The thickness and materials of each layer of the flexible loop support may also be increased or decreased accordingly, depending on the particular circumstances and safety objectives at the site.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a transverse cross-sectional view of the device of the present invention through a mobile fracture zone.
Fig. 2 is a schematic view of the support cylinder of the apparatus of the present invention.
FIG. 3 is a schematic view of the device of the present invention as a whole, traversing a moving fracture zone.
The spacing or dimensions between each other are exaggerated to show the location of the various parts, and the illustration is for illustrative purposes only. Wherein: 1 surrounding rock grouting reinforcement layer, 2 primary support layer, 3 anchor net layer, 4 steel bar rows, 5 first annular steel arch, 6 rubber shock absorption layer, 7 second annular steel arch, 8 supporting oil cylinder, 9 third annular steel arch, 10 rubber particle filling layer, 11 prefabricated steel pipe tunnel, 12 supporting oil cylinder base plate, 13 supporting oil cylinder top support column, 14 shock absorption spring, 15 supporting oil cylinder upper plate, 16 flexible ring type support, 17 fault upper plate, 18 fault lower plate, 19 movable fracture zone, 20 expanding excavation transition section and 21 expanding excavation section.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
As described in the background art, the technical problems in the prior art exist, and the invention provides a flexible ring type supporting system aiming at the engineering technical problem that a tunnel passes through a movable fracture zone, which can effectively reduce the shearing stress, the tension stress and the bending damage caused by fault activities to the tunnel, break the whole into parts, and still ensure the normal passage of the tunnel when the fault generates large displacement and dislocation.
Example 1:
as shown in fig. 1-3, a flexible ring-type tunnel supporting system suitable for penetrating through a movable fracture zone is sequentially provided with a surrounding rock grouting reinforcement layer 1, a primary support layer 2, an anchor net layer 3, a reinforcing steel bar row 4, a first annular steel arch 5, a rubber cushioning layer 6, a second annular steel arch 7, a supporting oil cylinder 8, a third annular steel arch 9, a rubber particle filling layer 10 and a prefabricated steel pipe tunnel 11 from outside to inside;
after the tunnel is expanded and excavated, the surrounding rock grouting reinforcement layer 1 injects high polymer grouting materials into a surrounding rock body to reinforce the surrounding rock of a fault fracture zone; the primary support layer 2 is excavated and formed on the section of the tunnel, after the grouting reinforcement process is completed, the ribbed steel bars are laid and the concrete is sprayed along the annular outline of the surrounding rock of the tunnel, and the construction of the primary support layer 2 is completed after the maintenance is finished; the anchor net layer 3 fixes the dense-hole steel mesh on the primary support layer 2 by using an anchor rod, so that the occurrence of small falling stones after cracking caused by fault movement is avoided; the reinforcing steel bar row 4 is laid on the anchor net layer 3 along the axial direction of the tunnel, is used for reducing concentrated stress between the first annular steel arch and the primary support layer, and can resist the occurrence of large falling stones after fault activities. The protective layers are all laid in the whole course of the tunnel expanding and digging section 21 to form a tunnel protective layer, and the tunnel penetrating through the fault fracture zone is integrally reinforced.
The rubber shock absorption layer 6 is positioned between the first annular steel arch 5 and the second annular steel arch 7 and fixed together by strong extrusion between the steel arches;
the supporting oil cylinders 8 are positioned between the second annular steel arch 7 and the third annular steel arch 9, are fixed by welding and are distributed in an array;
the first annular steel arch 5 is arranged on the inner side of the steel bar row 4, and the steel bar row 4 is firmly abutted against the annular wall; the third annular steel arch 9 is filled with a rubber particle filling layer 10, and specifically, rubber particles are bonded together by high polymer slurry to play a role in integral reinforcement and forming. All the mechanisms form a flexible ring type support 16 together, and different distribution densities are adopted according to the historical activity intensity, the frequency degree, the crushing degree and the like of the field activity fracture zone.
The prefabricated steel pipe tunnel 11 is erected on a rubber particle filling layer 10 filled in the third annular steel arch 9 and is positioned on the same horizontal plane with the normal section tunnel, so that the prefabricated steel pipe tunnel and the normal section tunnel are conveniently lapped.
Preferably, the surrounding rock grouting reinforcement layer 1 is made of high polymer grouting materials, the materials are reacted, then the volume of the materials is rapidly expanded to form foamed solids, cracks and cavities of fault fracture zones can be effectively filled, the reinforcement effect is achieved, and the certain shock insulation, shock absorption and seepage prevention effects are achieved.
Preferably, the ribbed reinforcing mesh should be arranged in the sprayed concrete of the primary support layer 2, so that the shear strength and the bending strength of the sprayed concrete are improved, the anti-shear capacity and the anti-bending capacity of the concrete are improved, the integrity of the sprayed concrete is improved, the shrinkage cracks of the sprayed concrete are reduced, and the local block falling is prevented.
Preferably, the anchor net layer 3 adopts a dense-hole reinforcing mesh, is fixed on the primary support layer by using an anchor rod array, can block the falling of small broken stones, has certain strength and flexibility, has an anti-rust layer on the surface, and prolongs the service life.
Preferably, the reinforcing steel bar rows 4 adopt different laying densities according to the crushing degree of the fault crushing zone, so that the strength is ensured, and meanwhile, materials can be saved; the reinforcing steel bar row is laid under the first annular steel arch 5, and the concentrated stress between the steel arch and the primary support layer anchor net layer 3 can be effectively reduced.
Preferably, the first annular steel arch 5 tightly extrudes the reinforcing steel bar row 4 on the primary support layer 2 and the anchor net layer 3, and effectively fixes the reinforcing steel bar row 4 and the reinforcing steel bar row per se, so that the reinforcing steel bar row 4 can still keep the blocking effect when a large stone falls.
Preferably, the rubber cushioning layer 6 adopts the mode of multilayer high strength rubber pad coincide to lay in first annular steel arch internal diameter, relies on extrusion force and frictional force fixed between the layer, belongs to the active link. When the fault is subjected to stretching shearing dislocation, the high-strength rubber shock absorption layer allows the inner layer and the outer layer to generate axial relative displacement and radial relative displacement within a certain range, and the influence of fault activity on the tunnel is effectively reduced. When an earthquake occurs, the high-strength rubber shock absorption layer can play a role in shock absorption to a certain degree, and the influence of the earthquake on the operation of the tunnel is reduced.
Preferably, the first annular steel arch 5, the second annular steel arch 7 and the third annular steel arch 9 are all made of high-strength steel and are plated with an anti-rust layer with a certain thickness. The multi-section one-step casting molding is adopted, and the on-site hoisting and welding are convenient.
Preferably, the supporting oil cylinders are distributed in an array mode, and rigid strength springs are arranged on the outer rings of the supporting oil cylinders to play a role in shock absorption and shock absorption; the chassis of the supporting oil cylinder is directly and obviously larger than the supporting column of the supporting oil cylinder, so that the concentrated stress of the supporting oil cylinder on the second annular steel arch 7 is reduced; the bottom of the cylinder body of the supporting oil cylinder is connected with the second annular steel arch 7 in a welding mode, the top of a top supporting column of the supporting oil cylinder is welded with the third annular steel arch 9, large tensile and compressive stress and large shearing stress can be borne, and loosening between the steel arches is avoided. The supporting oil cylinder can allow any radial relative displacement in a large range, and is used for compensating and offsetting relative dislocation in the fault in a large range. And the third annular steel arch 9 of the inner layer still plays an effective supporting role after the dislocation occurs, and the effective connection between the tunnel and the flexible annular supporting system is ensured.
Preferably, the rubber particle filling layer is filled in the third annular steel arch 9 and bonded together by high polymer slurry, so that the tunnel is effectively supported. And the device has the effects of shock insulation, shock absorption and shock absorption, and simultaneously allows axial relative displacement and radial relative dislocation within a certain range, thereby effectively resisting the adverse effect of fault movement on tunnel operation.
Preferably, its structure of prefabricated steel pipe tunnel be similar with immersed tube tunnel, the difference lies in this prefabricated steel pipe tunnel suspension on two adjacent flexible ring supports, tunnel suspended section lower part receives great tensile stress, consequently takes the variable cross section design, guarantees tunnel suspended portion's safety. The prefabricated steel pipe tunnel adopts the horizontal piece formula equipment welding forming process, the transportation in the tunnel of being convenient for, and the welding can effectively guarantee steel pipe tunnel's intensity.
Preferably, prefabricated steel pipe tunnel surface cover have the waterproof layer, can prevent under the unexpected circumstances (the infiltration that grouting reinforcement layer and first layer can not block) the influence that the infiltration produced tunnel operation.
Preferably, the flexible ring type support (comprising the first ring-shaped steel arch 5, the rubber cushioning layer, the second ring-shaped steel arch 7, the supporting oil cylinder, the third ring-shaped steel arch 9 and the rubber particle filling layer) is distributed in different distribution densities according to the historical activity strength, the frequency degree and the crushing degree of the field activity fracture zone, so that the construction cost can be effectively reduced under the condition of ensuring the safety of the tunnel. The thickness and materials of each layer of the flexible loop support may also be increased or decreased accordingly, depending on the particular circumstances and safety objectives at the site.
The application method of the invention is as follows:
A. before the movable fractured zone 19 is dug (about 30-50 meters), a transition expanded excavation section 20 is constructed, so that the concentrated stress of the surrounding rock is reduced;
B. excavating the expanded excavation section 21, and integrally constructing the whole sections of the surrounding rock grouting reinforcement layer 1, the primary support layer 2, the anchor net layer 3 and the reinforcing steel bar row 4 on the movable fracture zone 19 of the expanded excavation section 21;
C. determining the distribution density of the flexible ring supports 16 according to the historical activity strength, the frequency degree, the crushing degree and the like of the field activity fracture zone 19, and laying the flexible ring supports 16;
D. laying a prefabricated steel pipe tunnel 11, hoisting and welding tunnel segments on site, and completing tunnel erection between adjacent flexible ring type supports 16;
E. and repeating the steps B to D until the tunnel passes through the movable fracture zone, and then symmetrically repeating the step A to complete the construction task of passing through the fault tunnel.
From the above description, it can be seen that the above-described embodiments of the present application achieve the following technical effects:
(1) the invention provides a flexible ring type supporting system solution for the worldwide technical problem that a tunnel passes through a movable fracture zone. The flexible ring type supporting system has strong axial and radial relative displacement deformation space, the whole is broken into parts, large-scale displacement dislocation on the fracture zone is overlapped by small relative displacement dislocation on the flexible ring type supporting systems, higher-strength fault activity can be resisted, and normal operation of the tunnel is guaranteed.
(2) When fault activity occurs, the mechanism of the invention has the advantages that the influence of the tensile stress, the shearing stress and the bending damage of the movable fracture zone on the tunnel is effectively reduced under the synergistic effect of the parts, the tunnel can be recovered to pass after simple tunnel self-inspection, and the maintenance cost of the tunnel after the fault activity occurs is effectively reduced.
(3) The device is simple in construction method and good in effect, and the comprehensive construction and operation cost is far lower than that of a traditional tunnel penetrating through a movable fracture zone in a long term. The supporting oil cylinder system and the suspension type prefabricated steel pipe tunnel have wide application space, and the safety of the tunnel under the layer-breaking movement is ensured.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the present invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive efforts by those skilled in the art based on the technical solution of the present invention.
Claims (10)
1. A flexible ring type supporting system suitable for a tunnel passing through a movable fracture zone is characterized in that a surrounding rock grouting reinforcement layer, a primary support layer, an anchor net layer, a reinforcing steel bar row, a first annular steel arch, a rubber cushioning layer, a second annular steel arch, a supporting oil cylinder, a third annular steel arch, a rubber particle filling layer and a prefabricated steel pipe tunnel are sequentially arranged from an outer layer to an inner layer;
the primary support layer is arranged along the annular contour of the tunnel surrounding rock;
the anchor net layer fixes the dense-hole reinforcing mesh on the primary support layer by using an anchor rod;
the reinforcing steel bar rows are laid on the anchor net layer along the axial direction of the tunnel;
the supporting oil cylinders are distributed in an array mode along the axial direction and the radial direction of the tunnel, the cylinder bodies of the supporting oil cylinders are fixed on the second annular steel arch, and the top support columns of the supporting oil cylinders are fixed on the third annular steel arch;
the first annular steel arch is arranged on the steel bar row;
and the third annular steel arch inner ring is filled with a rubber particle filling layer, and the rubber particle filling layer is used for supporting the prefabricated steel pipe tunnel.
2. A flexible looped support system for a tunnel traversing a fractured zone as recited in claim 1, wherein said surrounding grouting reinforcement layer is a high polymer grouting material which expands rapidly in volume and forms a foamed solid after reaction.
3. A system as claimed in claim 1 in which the primary support layer is provided with a ribbed reinforcing mat within the shotcrete.
4. A flexible loop bracing system for tunnels extending across a fractured zone as claimed in claim 1 wherein the anchor mesh layer is formed from a mesh of fine mesh steel rods secured to the primary support layer by an array of anchor rods.
5. A flexible loop support system for a tunnel traversing a fractured zone of claim 1 wherein said rows of rebars are arranged in different densities depending on the degree of fracture of the fractured zone; the steel bar row is laid under the first annular steel arch.
6. The system of claim 1, wherein the rubber cushioning layer is laid on the inner diameter of the first steel arch in a manner of overlapping multiple rubber pads, and is fixed between layers by means of extrusion force and friction force, and belongs to a movable link.
7. A flexible loop support system for a tunnel traversing a moving fracture zone as claimed in claim 1 wherein said second, third and first steel loop segments are made of high strength steel and are coated with a rust inhibiting coating of a predetermined thickness.
8. The system of claim 1, wherein the outer ring of the top prop of the support cylinder is provided with a rigid spring, the diameter of the base plate of the support cylinder is larger than that of the top prop of the support cylinder, and the concentrated stress of the support cylinder on the second annular steel arch is reduced; the bottom of the cylinder body of the supporting oil cylinder is welded with the second annular steel arch, and the top of the top supporting column of the supporting oil cylinder is welded with the third annular steel arch.
9. A flexible ring support system for a tunnel traversing a fractured zone of a mobile phone according to claim 1 wherein said rubber particle filler layer is filled in a third ring steel inner arch and bonded together with a high polymer slurry.
10. A flexible ring support system for a tunnel adapted to traverse a fractured zone of a mobile according to claim 1 wherein the outer surface of said prefabricated steel pipe tunnel is covered with a waterproof layer.
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