CN110847930A - Multistage yielding-resisting supporting structure of extremely-high ground stress soft rock large-deformation tunnel and construction method - Google Patents
Multistage yielding-resisting supporting structure of extremely-high ground stress soft rock large-deformation tunnel and construction method Download PDFInfo
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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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
- E21D11/14—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
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/0033—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts having a jacket or outer tube
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0093—Accessories
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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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
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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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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Abstract
The invention relates to a multistage yielding-resisting support structure and a construction method for a tunnel with extremely high ground stress and large deformation of soft rock, wherein after a tunnel with a nearly circular section is excavated, long anchor cables and short anchor rods are arranged in a surrounding rock at intervals, an annular steel section frame is erected at the tail ends of the long anchor cables and the short anchor rods and is sprayed with concrete, reinforcing lengthened or encrypted anchor cables are additionally arranged in the surrounding rock, and a steel frame is erected again and sprayed with concrete to form a multilayer delay support; the reinforced concrete lining structure is applied to the inner side of the multi-layer delay support, and the long anchor cable, the short anchor rod, the multi-layer support and the reinforced concrete lining structure form a multi-stage yielding anti-support structure. According to the invention, the deformation is reserved for active pressure relief, the surface layer surrounding rock pressure is transferred to the deep part of the surrounding rock and the surrounding rock bearing ring is enlarged by the long anchor cable and the short anchor rod in time and high pre-tightening force anchoring, the anti-support structure provides high resistance and continuous deformation capability, the deformation of the surrounding rock can be effectively controlled by the anti-rheological action of the reinforced concrete structure, and the long-term stability of the structure is ensured.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a multistage yielding support structure of an extremely-high ground stress soft rock large-deformation tunnel and a construction method.
Background
Along with the improvement of road grade, long, big, deeply buried tunnels increase day by day, and the geological conditions that meet are more complicated, and the ground stress is higher, can appear more geological disasters problems in the work progress, like hard rock burst, soft rock large deformation, karst gushes out the gushing water scheduling problem. The mechanism of the geological disaster is not clearly known, and the design construction is carried out according to the conventional concept, so that the support structure, the construction method and the geological environment which are adopted are not suitable, various disastrous accidents are caused, particularly, a tunnel with large deformation of soft rock is not fully considered, the extremely high ground stress environment of the tunnel and the extremely weak engineering characteristics of the original rock mass and obvious rheological effect are not considered, the problem is more prominent, the adopted support structure mainly comprises a plurality of resists, and the excavation section, the structure thickness and the structural steel content are increased by increasing the support strength and the rigidity, but the deformation of surrounding rock and the support structure cannot be effectively controlled; the time-space effect and the anchoring of the deep layer of the surrounding rock and the self-bearing function of the surrounding rock cannot be effectively utilized in construction, so that the problems of large deformation amount, high deformation speed, uncontrollable deformation, high construction safety risk, cracking of a support, distortion of a steel frame, limit invasion and the like in construction are caused, the construction is dismantled and disassembled, and repeated reworking is caused, so that the construction safety risk is increased, the construction period is prolonged, and the engineering investment is also increased sharply; the lining structure is built reluctantly in construction, the lining structure still cracks after several years of operation, traffic needs to be interrupted for reinforcement and remediation, and normal operation of roads is seriously influenced.
Therefore, a new supporting form needs to be provided for the extrusion large deformation tunnel under the condition of extremely high ground stress, the effective supporting means and the construction method are adopted, the process control is enhanced, the bearing capacity of the surrounding rock is fully excavated, the supporting system is ensured to be adaptive to the complex geological environment, the invasion limit and arch change of the surrounding rock and the supporting structure are avoided, and the method has important practical significance for the construction safety of the soft rock large deformation tunnel and the long-term stability of the construction progress and the lining structure.
Disclosure of Invention
The invention aims to provide a multistage yielding and supporting structure and a construction method for a tunnel with extremely high ground stress and large deformation of soft rock, wherein the yielding and supporting structure and the construction method are used for fully excavating the self-bearing capacity of surrounding rock aiming at the long-term influence of extremely high ground stress, the mechanical property and the rheological action of the soft rock, and by taking active anchoring, stress release, yielding and high-strength lining structures as means, a bearing ring is expanded by combining shallow supporting and deep anchoring, the yielding of the supporting structure is coordinated, the deformation amount and the deformation rate of the surrounding rock are effectively controlled, the conditions of frequent arch removal and replacement due to the limit intrusion of the supporting structure, slow construction progress and rapid increase of engineering cost are avoided, and the construction safety and the reliability of the supporting structure are greatly improved.
The technical scheme adopted by the invention is as follows:
multistage anti supporting construction that lets of extremely high ground stress soft rock large deformation tunnel, its characterized in that:
after a near-circular section tunnel is excavated, long anchor cables and short anchor rods are arranged in the surrounding rock at intervals, annular steel frame is erected at the tail ends of the long anchor cables and the short anchor rods, concrete is sprayed, reinforcing lengthened or encrypted anchor cables are additionally arranged in the surrounding rock, steel frame is erected again, concrete is sprayed, and a multi-layer delay support is formed by two layers of structures;
the reinforced concrete lining structure is applied to the inner side of the multi-layer delay support, and the long anchor cable, the short anchor rod, the multi-layer delay support and the reinforced concrete lining structure form a multi-stage yielding anti-support structure.
The multilayer delay support shotcrete layer is provided with shotcrete longitudinal seams at circumferential intervals, steel plates and steel pipes are arranged in the shotcrete longitudinal seams, and the steel pipes shrink after being pressed.
The anchoring end of the long anchor cable penetrates deep into the deep stable area of the surrounding rock.
The short anchor rods are anchored in the shallow layer fracture area of the surrounding rock in a full length mode.
The end parts of the long anchor cables and the short anchor rods are provided with W steel belts and backing plates, the long anchor cables and the short anchor rods are connected together by the W steel belts according to 3 groups 1, and each anchor cable and each anchor rod apply high pretightening force; the short anchor rods and the W steel belt jointly act to form a shallow surrounding rock compression belt.
The end part of the long anchor cable is provided with a long anchor cable yielding device, the long anchor cable yielding device comprises a sleeve type structure and a rigid sleeve, and the end part of the long anchor cable penetrates through the rigid sleeve and is fixed in the rigid sleeve through a wedge; the sleeve type structure is internally provided with internal threads, the rigid sleeve is provided with external threads, and the sleeve type structure internal threads are extruded by the rigid sleeve to realize longitudinal sliding; the end part of the sleeve type structure is provided with external threads, and the rigid sleeve passes through a hole reserved on the W steel belt and is fixed on the backing plate through a nut.
The shaped steel steelframe hoop is by the concatenation of a plurality of sections, and concatenation department sets up expansion joint, and expansion joint is socket joint formula joint, reserves the bolt hole on the joint, and the compressible steel pipe of predetermineeing in spouting concrete longitudinal joint realizes letting press the deformation jointly.
The construction method of the multistage yielding anti-support structure of the extremely-high ground stress soft rock large-deformation tunnel is characterized by comprising the following steps of:
the method comprises the following steps:
the method comprises the following steps: adopting a three-step method to excavate the tunnel, adopting mechanical excavation, and reducing blasting and disturbance;
step two: after excavation, a short anchor rod is timely constructed, the length of the short anchor rod is 500cm, the full length of the short anchor rod is quickly anchored by adopting resin, the normal stress of the face surface is recovered, a loose and thin stratum is anchored into a thick stratum, a shallow surrounding rock compression zone is formed, and coordination and uniform deformation are realized;
step three: applying high-prestress long anchor cables, arranging short anchor rods and long anchor cables at intervals, wherein the length of the long anchor cables is 1-1.5 times of the hole diameter, connecting a shallow anchor rod reinforcing region and a deep stable region into a whole, and enlarging a surrounding rock bearing ring; the elongation rate of the long anchor cable is small, and the rod body is provided with the long anchor cable yielding device to allow yielding sliding and release surrounding rock pressure;
step four: erecting a profile steel frame and spraying concrete, wherein the profile steel frame is provided with a telescopic joint, a longitudinal seam is arranged at a position corresponding to a concrete spraying layer, and a steel plate and a compressible steel pipe are arranged in the longitudinal seam;
step five: monitoring and measuring are implemented, when the deformation amount and the deformation rate of the supporting structure are still larger, reinforcing and reinforcing measures are implemented in a section 3 times of the hole diameter of the lagging tunnel face, a single or combined form is adopted, and the concrete measures are as follows: performing radial surrounding rock grouting on the surrounding rock of the shallow fracture damage area to solidify the surrounding rock of the fracture area; additionally beating and lengthening or encrypting anchor cables; constructing a second layer or a plurality of layers of delay supports to improve the rigidity and the strength of the support structure;
step six: when the supporting structure deforms basically and stably, the reinforced concrete lining structure with high strength and high rigidity is applied, the continuous confining pressure effects of long-term rheology, crushing expansion and the like are resisted, and the long-term stability of the lining structure is realized.
The invention has the following advantages:
(1) and a nearly circular section is adopted, the stress state is good, and the safety and stability of the lining structure are facilitated.
(2) Active pressure relief is carried out, sufficient deformation is reserved, multi-stage antibody series step-by-step combined supporting is adopted, the surrounding rock plastic property is effectively released, and the aims of not invading limit and not disassembling and replacing the supporting are achieved.
(3) The long anchor rod (cable) and the short anchor rod (cable) are actively pressed, anchored and cooperatively loaded, so that a compression zone is formed on the shallow layer of the surrounding rock, the stress of the shallow layer is transferred to the deep part of the surrounding rock, the bearing ring of the surrounding rock is enlarged, and the self-bearing capacity of the surrounding rock is fully exerted.
(4) Reinforcing and reinforcing measures such as surrounding rock grouting, lengthened anchor cables, second-layer delay support and the like are utilized to control the deformation of the supporting structure within the range of design requirements, and the condition that the molded lining structure bears overlarge later-period pressure is avoided.
(5) The high-strength and high-rigidity reinforced concrete lining structure is adopted to resist the rheological action of surrounding rocks, and the long-term stability of the lining structure is ensured.
In conclusion, the invention adopts the nearly circular cross section and multistage yielding support structure, leaves enough deformation for active pressure relief, and utilizes the active pressure application and deep anchoring action of the long anchor cable and the short anchor rod to form an anchor and cable active support, yielding support structure and high-strength reinforced concrete lining cooperative bearing structure, and the yielding are controllable, the safety is high, the construction progress and the lining structure can be ensured to be stable for a long time, and the engineering investment is effectively controlled.
Drawings
Fig. 1 is a schematic diagram of a multi-stage yielding structure.
Fig. 2 is a schematic view of a step excavation.
Fig. 3 is a schematic cross-sectional view of a first-level support system.
Fig. 4 is a schematic longitudinal section of a multi-stage yielding support structure.
Fig. 5 is a flow chart of the construction of the multi-stage yielding support structure.
Fig. 6 is a schematic view of a longitudinal seam of sprayed concrete.
Fig. 7 is a schematic view of the retractable joint.
Fig. 8 is a schematic view of a telescopic joint from a second perspective.
Fig. 9 is a perspective view of a retractable joint.
FIG. 10 is a schematic view of a W steel strip.
Fig. 11 is a schematic view of a long cable yield device.
The method comprises the following steps of 1-long anchor cable, 2-short anchor rod, 3-multi-layer delay support, 4-reinforced concrete lining structure, 5-shallow layer cracking area, 6-plastic area, 7-deep layer stable area, 8-reserved deformation space, 9-surrounding rock grouting, 10-reinforced lengthening or thickening anchor cable, 11-first concrete spraying layer, 12-concrete spraying longitudinal seam, 13-long anchor cable yielding device, 14-W steel belt, 15-backing plate, 16-H-shaped steel arch frame, 17-telescopic joint, 18-reserved bolt hole, 19-steel plate, 20-steel pipe, 21-sleeve type structure, 22-rigid sleeve, 23-wedge and 24-nut.
Detailed Description
The present invention will be described in detail with reference to specific embodiments.
The invention relates to a multistage yielding-resisting support structure of a tunnel with extremely high ground stress, soft rock and large deformation, which can realize active control.A near-circular section tunnel is excavated, long anchor cables 1 and short anchor rods 2 are arranged in the surrounding rock at intervals, an annular section steel frame is erected at the tail ends of the long anchor cables 1 and the short anchor rods 2 and is sprayed with concrete, reinforcing lengthened or encrypted anchor cables 10 are additionally arranged in the surrounding rock after a certain time delay, and the concrete is sprayed again and the steel frame is erected to form a multilayer delay support 3; a reinforced concrete lining structure 4 is applied to the inner side of the multi-layer delay support 3, and a multi-stage yielding support structure is formed by the long anchor cables 1, the short anchor rods 2, the multi-layer delay support 3 and the reinforced concrete lining structure 4.
The anchoring end of the long anchor cable 1 penetrates into the deep stabilization zone 7 of the surrounding rock. The short anchor rods 2 are anchored in the shallow layer fracture area 5 of the surrounding rock in the whole length. The tail ends of the long anchor cables 1 and the short anchor rods 2 are provided with W steel belts 14 and backing plates 15, and each 3 annular bolts are connected together in 1 group.
The end part of the long anchor cable 1 is provided with a yielding device 13, the yielding device 13 is formed by combining a sleeve type structure 21 and a rigid sleeve 22, and the end part of the anchor cable penetrates through the rigid sleeve 22 and is fixed in the rigid sleeve 22 through a wedge 23. The sleeve 21 is screwed to the rigid sleeve. The end part of the sleeve-type structure 21 is also provided with an external thread, and the sleeve-type structure 21 passes through a hole reserved on the W steel belt and then is fixed on the backing plate 15 through a nut 24.
The shaped steel steelframe hoop is by the concatenation of a plurality of sections, and concatenation department sets up expansion joint, and expansion joint 17 is socket joint formula and connects, reserves bolt hole 18 on the joint. Longitudinal deformation grooves are reserved among the sprayed concrete 11, double layers of compressible steel pipes 20 are arranged in the grooves, and the upper part and the lower part of each layer of steel pipe are fixed on the steel plate 19 through welding.
The construction method of the multistage yielding-resisting support structure of the extremely-high ground stress soft rock large-deformation tunnel comprises the following steps:
the method comprises the following steps: determining a reserved deformation amount before excavation, excavating a tunnel by adopting a three-step method, and excavating by utilizing machinery, wherein blasting and disturbance are reduced;
step two: after excavation, firstly, a short anchor rod 2 is applied in time, the length of the short anchor rod is 500cm, the full length of resin is adopted for quick anchoring, the normal stress of the face surface is recovered, a loose and thin layer rock stratum is anchored into a thick layer, a shallow surrounding rock compression zone is formed, and coordination and uniform deformation are realized;
step three: applying a high-prestress long anchor cable 1, arranging short anchor rods 2 and long anchor cables 1 at intervals, wherein the length of the long anchor cable 1 is 1-1.5 times of the hole diameter, connecting a shallow anchor rod reinforcing region and a deep stable region into a whole, and enlarging a surrounding rock bearing ring; the elongation rate of the long anchor cable 1 is small, the rod body is provided with a long anchor cable yielding device 13, yielding slippage is allowed to occur, surrounding rock pressure is released, and the anchor cable is prevented from being broken;
step four: erecting a section steel frame and spraying concrete, wherein the section steel frame is provided with a telescopic joint, a concrete spraying longitudinal seam 12 is arranged at a position corresponding to a concrete spraying layer, and a steel plate (19) and a compressible steel pipe (20) are arranged in the longitudinal seam;
step five: monitoring and measuring are implemented, when the deformation amount and the deformation rate of the supporting structure are still larger, reinforcing and reinforcing measures are implemented in a section 3 times of the hole diameter of the lagging tunnel face, a single or combined form is adopted, and the concrete measures are as follows: performing radial surrounding rock grouting on the surrounding rock of the fracture damage area to solidify the surrounding rock of the fracture area; adding reinforcing to lengthen or encrypt the anchor cable 10; constructing a second layer of delay support to improve the rigidity and strength of the support structure;
step six: when the supporting structure deforms basically and stably, the reinforced concrete lining structure 4 with high strength and large rigidity is applied to resist the continuous confining pressure effects of long-term rheology, crushing expansion and the like, and the long-term stability of the lining structure is realized.
The construction is based on the measured data, and the dynamic control of the process is implemented. Enough deformation 8 is left for active pressure relief before excavation, and the space required by releasing plastic property is ensured. Adopting micro-step excavation, applying an anchor rod 2 to quickly anchor after excavation to form a compression zone, and applying an anchor cable 1 to enlarge a surrounding rock bearing ring. Constructing a multi-stage yielding support structure, when the deformation amount and the deformation rate of the support structure are still larger, reinforcing and reinforcing the first layer of support structure after lagging the tunnel face by about 3 times of the hole diameter, adopting measures of surrounding rock grouting 9, additionally arranging a lengthened or encrypted anchor cable 10, constructing a second layer of delay support 3 and the like, enabling the support structure to deform basically stably, and finally constructing a nearly circular, high-strength and large-rigidity reinforced concrete lining structure 4 with better stress performance.
The technical scheme is described in detail in the following with reference to the attached drawings:
(1) as shown in fig. 1, a multi-stage yielding supporting structure with a nearly circular cross section is adopted according to the conditions of the ground stress, the stratum attitude, the strength and the like of a project area.
(2) As shown in figures 2 and 5, active pressure relief is carried out, the value of the reserved deformation 8 is generally about 50-120cm, a space for releasing plastic property is reserved, dynamic adjustment is carried out, and the plastic property is extremely free from being owed, so that the limit is not invaded and the plastic property is not disassembled and replaced.
(3) As shown in figures 2 and 5, a three-step excavation mode is adopted, the excavation footage of an upper step is not more than 1.0m, the lengths of a middle step and a lower step are not more than 1.5m, and the length of the step is 3-5m, and mechanical excavation, less blasting and less disturbance are adopted.
(4) As shown in fig. 1, 3 and 5, after excavation, a high-prestress short anchor rod 2 is firstly and timely constructed, the length of the anchor rod is 500cm, high-strength resin is adopted for full-length anchoring, prestress is not less than 150KN, a shallow layer fracture area is reinforced, and a compression zone is formed. The end of the anchor rod is provided with a W steel belt 14 and a backing plate 15.
(5) As shown in fig. 1, 3 and 5, a long anchor cable 1 is constructed, the length of the anchor cable is 1-1.5 times of the hole diameter, the long anchor cable 1 and a short anchor rod 2 are arranged at intervals, high prestress is applied, the prestress value is not lower than 300KN, a shallow fracture area and a deep stable area are connected into a whole, a surrounding rock bearing ring is enlarged, and the self-bearing capacity of the surrounding rock is improved; the anchor section at the end part of the anchor cable penetrates through the plastic area and is arranged in the deep stable area, and a high-strength resin anchor rod is adopted, wherein the anchoring length of the anchor rod is not less than 150 cm; the anchor cable has small elongation, the tail part of the anchor cable is provided with an extensible yielding device 13, and after the surrounding rock pressure reaches a certain degree, yielding slip is allowed to be generated to release the surrounding rock pressure. The exposed end of the anchor cable is provided with a W steel belt 14 and a backing plate 15, and 3 anchor cables 1 and anchor rods 2 are connected together in an annular mode.
(6) As shown in fig. 3 and 5, a steel frame 16 and a sprayed concrete layer 11 are constructed, the steel frame 16 adopts H-shaped steel, a retractable joint 17 is arranged, a longitudinal deformation joint 12 is arranged at a position corresponding to the sprayed concrete layer 11, the width of the joint is 15-20cm, a steel plate 19 and a compressible steel pipe 20 are arranged in the joint, the deformation of the sprayed concrete layer is consistent with that of the steel frame, and the deformation is coordinated;
(7) as shown in fig. 4 and 5, when the deformation amount and the deformation rate of the supporting structure are still large, the reinforcing measures are implemented after the lagging tunnel face is about 3 times of the hole diameter, and one or more combination forms can be adopted, and the specific measures include: radial grouting 9 is carried out on the surrounding rock of the fracture damage area to solidify the surrounding rock of the fracture area, so that the shearing strength and the overall strength of the surrounding rock are improved; additionally beating the lengthened or encrypted anchor cable 10; and constructing a second layer of delay supporting structure 3 to improve the rigidity and strength of the support.
(8) As shown in fig. 4 and 5, after the supporting structure is deformed basically and stably, a high-strength and high-rigidity reinforced concrete lining structure 4 is constructed, the thickness of the lining structure is generally 60-80cm, and the continuous pressure effects such as long-term rheology, crushing and expansion and the like are resisted, so that the long-term stability of the tunnel structure is realized.
The invention is not limited to the examples, and any equivalent changes to the technical solution of the invention by a person skilled in the art after reading the description of the invention are covered by the claims of the invention.
Claims (8)
1. Multistage anti supporting construction that lets of extremely high ground stress soft rock large deformation tunnel, its characterized in that:
after a near-circular section tunnel is excavated, long anchor cables (1) and short anchor rods (2) are arranged in a surrounding rock at intervals, an annular steel frame is erected at the tail ends of the long anchor cables (1) and the short anchor rods (2) and concrete is sprayed, then steel frames are erected again and concrete is sprayed to the surrounding rock for reinforcing and lengthening or encrypting anchor cables (10), and a multi-layer delay support (3) is formed by a two-layer structure;
the inner side of the multi-layer delay support (3) is provided with a reinforced concrete lining structure (4), and the long anchor cable (1), the short anchor rod (2), the multi-layer delay support (3) and the reinforced concrete lining structure (4) form a multi-stage yielding anti-support structure.
2. The multistage yielding supporting structure for the extremely-high ground stress soft rock large-deformation tunnel according to claim 1, characterized in that:
concrete spraying longitudinal seams (12) are arranged on the concrete spraying layer of the multi-layer delay support (3) at intervals in the circumferential direction, steel plates (19) and steel pipes (20) are arranged in the concrete spraying longitudinal seams (12), and the steel pipes (20) shrink after being pressed.
3. The multistage yielding supporting structure for the extremely-high ground stress soft rock large-deformation tunnel according to claim 2, characterized in that:
the anchoring end of the long anchor cable (1) goes deep into a deep stable area (7) of the surrounding rock.
4. The extremely high ground stress soft rock large deformation tunnel multistage yielding supporting structure of claim 3, characterized in that:
the short anchor rod (2) is anchored in the shallow layer fracture area (5) of the surrounding rock in the whole length.
5. The extremely high ground stress soft rock large deformation tunnel multistage yielding supporting structure of claim 4, characterized in that:
the end parts of the long anchor cables (1) and the short anchor rods (2) are provided with W steel belts (14) and backing plates (15), the long anchor cables (1) and the short anchor rods (2) are connected together by the W steel belts (14) according to 3 groups of 1, and each anchor cable and each anchor rod apply high pretightening force; the short anchor rods (2) and the W steel belt (14) jointly act to form a shallow surrounding rock compression belt.
6. The extremely high ground stress soft rock large deformation tunnel multistage yielding supporting structure of claim 5, characterized in that:
the end part of the long anchor cable (1) is provided with a long anchor cable yielding device (13), the long anchor cable yielding device (13) comprises a sleeve type structure (21) and a rigid sleeve (22), and the end part of the long anchor cable (1) penetrates through the rigid sleeve (22) and is fixed in the rigid sleeve (22) through a wedge (23); an internal thread is arranged in the sleeve type structure (21), an external thread is arranged on the rigid sleeve (22), and the internal thread of the sleeve type structure (21) is extruded by the rigid sleeve (22) to realize longitudinal sliding; the end part of the sleeve type structure (21) is provided with external threads, and the rigid sleeve (22) penetrates through a hole reserved on the W steel belt (14) and then is fixed on the backing plate (15) through a nut (24).
7. The extremely high ground stress soft rock large deformation tunnel multistage yielding supporting structure of claim 6, characterized in that:
the ring of shaped steel steelframe (16) is by a plurality of sections concatenations, and concatenation department sets up expansion joint (17), and expansion joint (17) are socket joint formula and connect, reserve bolt hole (18) on connecting, and compressible steel pipe (20) of predetermineeing in spouting concrete longitudinal joint (12) realize letting press the deformation jointly.
8. The construction method of the multistage yielding anti-support structure of the extremely-high ground stress soft rock large-deformation tunnel is characterized by comprising the following steps of:
the method comprises the following steps:
the method comprises the following steps: adopting a three-step method to excavate the tunnel, adopting mechanical excavation, and reducing blasting and disturbance;
step two: after excavation, a short anchor rod (2) is constructed in time, the length of the anchor rod is 500cm, the anchor rod is quickly anchored by adopting the full length of resin, the normal stress of the face is recovered, a loose and thin stratum rock stratum is anchored into a thick stratum, a shallow surrounding rock compression zone is formed, and coordination and uniform deformation are realized;
step three: applying high-prestress long anchor cables (1), arranging short anchor rods (2) and long anchor cables (1) at intervals, wherein the length of each long anchor cable (1) is 1-1.5 times of the hole diameter, connecting a shallow anchor rod reinforcing region and a deep stable region into a whole, and enlarging a surrounding rock bearing ring; the elongation of the long anchor cable (1) is small, and the rod body is provided with the long anchor cable yielding device (13) to allow yielding sliding to release the surrounding rock pressure;
step four: erecting a section steel frame (16) and spraying concrete, wherein the section steel frame (16) is provided with a telescopic joint (17), a longitudinal seam (12) is arranged at a position corresponding to a sprayed concrete layer, and a steel plate (19) and a compressible steel pipe (20) are arranged in the longitudinal seam;
step five: monitoring and measuring are implemented, when the deformation amount and the deformation rate of the supporting structure are still larger, reinforcing and reinforcing measures are implemented in a section 3 times of the hole diameter of the lagging tunnel face, a single or combined form is adopted, and the concrete measures are as follows: radial surrounding rock grouting (9) is carried out on the surrounding rock of the shallow fracture damage area, so that the surrounding rock of the fracture area is solidified; additionally beating and lengthening or encrypting anchor cables (10); constructing a second layer or a plurality of layers of delay supports to improve the rigidity and the strength of the support structure;
step six: when the supporting structure deforms basically and stably, the reinforced concrete lining structure (4) with high strength and high rigidity is applied, continuous confining pressure effects such as long-term rheology, crushing expansion and the like are resisted, and the long-term stability of the lining structure is realized.
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