CN111577355B - Composite construction method for long anchor cable locking feet of secondary arch frame of extra-soft stratum tunnel interval - Google Patents
Composite construction method for long anchor cable locking feet of secondary arch frame of extra-soft stratum tunnel interval Download PDFInfo
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- CN111577355B CN111577355B CN202010406025.7A CN202010406025A CN111577355B CN 111577355 B CN111577355 B CN 111577355B CN 202010406025 A CN202010406025 A CN 202010406025A CN 111577355 B CN111577355 B CN 111577355B
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- arch
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- spacing
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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
- 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
- E21D11/15—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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention discloses a composite construction method for locking feet of long anchor cables of a secondary arch frame of an extra-soft stratum tunnel interval, which relates to the technical field of tunnel construction protection and comprises the following steps: constructing by a three-step method, excavating a reserved sedimentation deformation amount of 500mm, inserting advance small guide pipes at the boundaries of two sides before excavating a middle step and a lower step, and grouting; applying temporary inverted arch primary support after excavation is completed; setting a grid arch every 6.0m, installing anchor cables and reserving 600mm after holes are drilled on two sides of a tunnel by using anchor cable machines; grouting sulphoaluminate cement, solidifying for 2 hours, applying prestress for 3-5 tons, locking two adjacent anchor cables by using three anchor cable clamps, and spraying concrete; and (5) applying secondary lining by adopting a double-layer reinforced concrete structure to finish construction. On the basis of primary support, the invention adopts a composite method of spacing secondary arches and long anchor cable locking feet, thereby avoiding limit invasion caused by large deformation of the primary support, even collapse accidents, and controlling safety risks.
Description
Technical Field
The invention relates to the technical field of tunnel construction protection, in particular to a long anchor cable lock foot composite construction method for a secondary arch frame of an extra-soft stratum tunnel interval.
Background
A double-line tunnel for a high-speed railway belongs to a mountain area of a mountain of a Jingshan, and belongs to a structure of a degraded low mountain landform area. The tunnel body is made of sand shale of a new beach group (S1 x) through the stratum. The tunnel address area is located at the northern edge of the Yangzi standard cell, and is located in the Shennong frame-Jingguan apron zone of the Yangzi land zone. According to the records of local county, about 4.8-level earthquake happens in the area for many times, people feel that the earthquake is mountain-like, the house is about to fall down, panic is about to escape, individual houses in the area collapse, mountains Dan Bengla, first-class house wall cracks and second-class house wall cracks are common in tile falling and sliding tile falling. The main type of groundwater is fourth-series pore diving and bedrock fracture water. Atmospheric precipitation and surface water are the main sources of make-up for groundwater in a region.
When the tunnel is constructed by four working surfaces of three working areas of an inlet, a transverse tunnel and an outlet, the excavation section is about 150m & lt 2 & gt, and the working surface of the transverse tunnel with a large mileage is constructed to D1K472+390, the surrounding rock burial depth is 95m, the lithology is revealed to be a grey thin layer-shaped sandy shale after excavation, the rock stratum is wet, the weathering phenomenon is serious after excavation, joint cracks develop, folds develop, the rock is softer, calcite veins are filled in the arch part and the right side wall, the rock strength is lower, and the sandy rock is fragile after kneading; the rock mass is severely crushed due to the influence of the field ditch fault and bedding bias, the rock stratum is in a thin layer small fragment shape, the tunnel face is moist, and the surrounding rock self-stabilization capability is poor.
The existing scheme adopts a three-step method and a temporary inverted arch, the secondary lining adopts a double-layer reinforced concrete structure, the deformation amount is reserved for 800-1100 mm, extrusion large deformation occurs, particularly, the primary support on the left side and the top of a line is limited, multiple collapse is caused, the arch is replaced by multiple reworking, the construction speed is slow, the construction cost is suddenly increased, the safety risk of collapse accidents is extremely high, the credit evaluation deduction of the safety quality of a construction unit is caused for an owner, and the external image of an enterprise is greatly influenced.
Disclosure of Invention
The invention aims to provide a composite construction method for locking feet of long anchor ropes of secondary arches at intervals of a tunnel in an extra soft stratum, which solves the problems in the prior art, and on the basis of primary support, the composite method for locking feet of long anchor ropes and secondary arches at intervals is adopted, so that the intrusion caused by large deformation of primary supports is avoided, even collapse accidents occur, and the safety risk is controlled.
In order to achieve the above object, the present invention provides the following solutions:
the invention provides a method for constructing a long anchor cable lock foot composite of an extra-soft stratum tunnel interval secondary arch, which comprises the following steps:
step one, a step one; adopting a three-step method for construction, excavating a reserved settlement deformation amount of 500mm, inserting leading small guide pipes at the boundaries of two sides before excavating a middle step and a lower step, and grouting by sulphoaluminate cement; after excavation is completed, a temporary inverted arch primary support is applied, the temporary inverted arch adopts an arch frame and advance small guide pipe primary support structure, and arch feet are reinforced by phi 42 locking foot anchor pipes;
step two, a step two is carried out; after primary support of three steps is excavated, arranging a grid arch frame every 6.0m, respectively using two pairs of steel strand anchor cables with the specification diameter phi 18mm multiplied by the length 20m on two sides of a tunnel, and binding a section of threaded reinforcing steel bars with the specification diameter phi 20mm multiplied by the length 25mm on the anchor cables every 2.0 m;
step three, a step of performing; after the anchor cable machine is used for punching holes, installing the anchor cable and reserving 600mm; grouting by using quick-hardening micro-expansion sulphoaluminate cement, solidifying for 2 hours, mutually encircling the upright grid arches by using anchor cables, applying prestress of 3-5 tons, locking two adjacent anchor cables by using three anchor cable clamps, and spraying concrete;
step four, a step four is carried out; and (5) applying secondary lining by adopting a double-layer reinforced concrete structure to finish construction.
Alternatively, the length of the leading small catheter is 4.0m, the longitudinal spacing is 3.6m, the number of the leading small catheter is 50 per ring, and the circumferential spacing is 0.4m.
Optionally, the thickness of the arch part of the primary support sprayed concrete is 29cm, and the thickness of the inverted arch is 29cm; the arch part adopts phi 22 combined hollow grouting anchor rods within the 140 DEG range, the side wall adopts phi 22 mortar anchor rods, the length is 4.0m, and the longitudinal annular spacing is 1.0 multiplied by 1.0m; the reinforcing mesh adopts phi 8 reinforcing mesh, and the mesh spacing is 20 multiplied by 20cm; the full ring arch frame adopts I22a steel frame with a spacing of 0.6m; the arch centering locking pin adopts a phi 42 locking pin anchor pipe with the length of 4.5m.
Optionally, the secondary lining adopts a double-layer reinforced concrete structure; the arch wall has thickness of 55cm, inverted arch thickness of 65cm, circumferential reinforcement diameter phi 25, spacing of 200mm, longitudinal reinforcement diameter phi 14 and spacing of 250mm.
Compared with the prior art, the invention has the following technical effects:
the invention effectively makes up the problems of primary support cracking, limit invasion, slump slip and the like caused by insufficient conventional primary support of the weak surrounding rock tunnel to resist large deformation of surrounding rock, can stop reworking, reduce construction cost and reduce project loss. The safety risk is controllable, the accident is avoided, the punishment of owners is avoided, and the enterprises build good external images. The composite primary support construction method can effectively ensure primary support effect and accelerate construction progress.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions of the prior art, the drawings that are needed in the embodiments will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of a lower step additional advance small conduit in the present invention;
FIG. 2 is a schematic view of a secondary grid arch long anchor cable lock foot composite primary support;
FIG. 3 is a schematic view of a grid arch long anchor cable latch leg connection;
wherein, 1 is the upper step, 2 is the middle step, 3 is the lower step, 4 is the leading little pipe, 5 is the preliminary bracing shotcrete, 6 is grid bow member, 7 is the anchor rope, 8 is anchor rope fixture.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention aims to provide a composite construction method for locking feet of long anchor ropes of secondary arches at intervals of a tunnel in an extra soft stratum, which solves the problems in the prior art, and on the basis of primary support, the composite method for locking feet of long anchor ropes and secondary arches at intervals is adopted, so that the intrusion caused by large deformation of primary supports is avoided, even collapse accidents occur, and the safety risk is controlled.
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
The invention provides a construction method for locking feet of long anchor cables of a secondary arch frame of an extra-soft stratum tunnel interval, which is shown in fig. 1-3 and comprises the following steps:
step one, a step one; adopting a three-step method for construction, excavating a reserved settlement deformation amount of 500mm, after excavating an upper step 1, inserting leading small guide pipes 4 at the boundaries of two sides before excavating a middle step 2 and a lower step 3, and grouting by sulphoaluminate cement; after excavation is completed, a temporary inverted arch primary support is applied, the temporary inverted arch adopts an arch frame and advance small guide pipe primary support structure, and arch feet are reinforced by phi 42 locking foot anchor pipes; wherein, the thickness of the arch part of the primary support shotcrete 5 is 29cm and the thickness of the inverted arch is 29cm; the arch part adopts phi 22 combined hollow grouting anchor rods within the 140 DEG range, the side wall adopts phi 22 mortar anchor rods, the length is 4.0m, and the longitudinal annular spacing is 1.0 multiplied by 1.0m; the reinforcing mesh adopts phi 8 reinforcing mesh, and the mesh spacing is 20 multiplied by 20cm; the full ring arch frame adopts I22a steel frame with a spacing of 0.6m; the arch centering locking pin adopts a phi 42 locking pin anchor pipe with the length of 4.5m.
Step two, a step two is carried out; after the primary support of the three steps is excavated, arranging a grid arch 6 every 6.0m, respectively using two pairs of steel strand anchor cables 7 with the specification diameter phi 18mm multiplied by the length 20m on two sides of a tunnel, and binding a section of threaded reinforcing steel bars with the specification diameter phi 20mm multiplied by the length 25mm on the anchor cables 7 every 2.0 m;
step three, a step of performing; after the anchor rope machine is used for punching holes, installing the anchor rope 7 and reserving 600mm; grouting by using quick-hardening micro-expansion sulphoaluminate cement, solidifying for 2 hours, surrounding the upright grid arches 6 by the anchor cables 7, applying prestress of 3-5 tons, locking two adjacent anchor cables 7 by using three anchor cable clamps 8, and spraying concrete; if the sleeve arch is not limited during secondary lining, the sleeve arch is not removed and is directly beaten into cast-in-place concrete; if the limit is exceeded, the arch is removed before the flashing is laid.
Step four, a step four is carried out; and (5) applying secondary lining by adopting a double-layer reinforced concrete structure to finish construction.
Further preferably, the length of the leading small catheter 4 is 4.0m, the longitudinal spacing is 3.6m, the number of the leading small catheter is 50 per ring, and the circumferential spacing is 0.4m. The secondary lining adopts a double-layer reinforced concrete structure; the arch wall has thickness of 55cm, inverted arch thickness of 65cm, circumferential reinforcement diameter phi 25, spacing of 200mm, longitudinal reinforcement diameter phi 14 and spacing of 250mm.
The invention adopts the anchor cable, grating arch frame and concrete spraying composite reinforced primary support, namely, on the basis of primary I-shaped arch frame, reinforcing steel bar net and concrete spraying primary support, secondary grating arch frames are arranged at intervals, the long anchor cable is used for applying prestress of 3-5 tons, and concrete is sprayed after locking feet, so that the invention is a good construction method for controlling large deformation after the tunnel excavation of the weak broken rock stratum is solved. The construction is performed in time after primary support is excavated by three steps, namely the construction must be best within 10 days after construction of the upper steps, and timeliness is critical. The secondary lining is kept up to the maximum, namely, the secondary lining must be carried out within 20 days, so that primary support is stable and free from invasion. The reserved deformation size of excavation is reduced, the deformation of particularly weak broken surrounding rock of the tunnel is effectively controlled, primary support invasion is avoided, collapse accidents are avoided, construction safety risks are reduced, construction speed is increased, and construction cost is reduced.
The principles and embodiments of the present invention have been described in detail with reference to specific examples, which are provided to facilitate understanding of the method and core ideas of the present invention; also, it is within the scope of the present invention to be modified by those of ordinary skill in the art in light of the present teachings. In view of the foregoing, this description should not be construed as limiting the invention.
Claims (1)
1. A special soft stratum tunnel interval secondary arch long anchor cable lock foot composite construction method is characterized in that: the method comprises the following steps:
step one, a step one; adopting a three-step method for construction, excavating a reserved settlement deformation amount of 500mm, inserting leading small guide pipes at the boundaries of two sides before excavating a middle step and a lower step, and grouting by sulphoaluminate cement; after excavation is completed, a temporary inverted arch primary support is applied, the temporary inverted arch adopts an arch frame and advance small guide pipe primary support structure, and arch feet are reinforced by phi 42 locking foot anchor pipes; the length of the leading small catheter is 4.0m, the longitudinal spacing is 3.6m, the number of each ring is 50, and the circumferential spacing is 0.4m;
step two, a step two is carried out; after the primary support of the three steps is excavated, a grid arch is arranged every 6.0 and m, two pairs of steel strand anchor cables with the specification diameter phi 18mm and the length 20m are respectively used at two sides of a tunnel, and a section of threaded reinforcing steel bar with the diameter phi 20mm and the length 25mm is bound on the anchor cable every 2.0 m;
step three, a step of performing; after the anchor rope machine is used for punching holes, installing the anchor rope, and reserving 600mm outside the holes; grouting by using quick-hardening micro-expansion sulphoaluminate cement, solidifying for 2 hours, mutually encircling the upright grid arches by using anchor cables, applying prestress of 3-5 tons, locking two adjacent anchor cables by using three anchor cable clamps, and spraying concrete;
step four, a step four is carried out; the secondary lining is applied by adopting a double-layer reinforced concrete structure, and the secondary lining adopts a double-layer reinforced concrete structure; the thickness of the arch wall is 55cm, the thickness of the inverted arch is 65cm, the diameter phi of the circumferential reinforcing steel bars is 25, the spacing is 200mm, the diameter phi of the longitudinal reinforcing steel bars is 14, and the spacing is 250mm; finishing construction;
wherein, the primary support adopts an I-shaped arch frame, a reinforcing steel bar net and sprayed concrete, the thickness of the sprayed concrete arch part of the primary support is 29cm, and the thickness of the inverted arch is 29cm; the arch part adopts phi 22 combined hollow grouting anchor rods within the 140 DEG range, the side wall adopts phi 22 mortar anchor rods, the length is 4.0m, and the longitudinal annular spacing is 1.0 multiplied by 1.0m; the reinforcing mesh adopts phi 8 reinforcing mesh, and the mesh spacing is 20 multiplied by 20cm; the full ring arch frame adopts I22a steel frame with a spacing of 0.6m; the arch centering locking pin adopts a phi 42 locking pin anchor pipe with the length of 4.5m.
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| CN202010406025.7A CN111577355B (en) | 2020-05-14 | 2020-05-14 | Composite construction method for long anchor cable locking feet of secondary arch frame of extra-soft stratum tunnel interval |
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| CN202010406025.7A CN111577355B (en) | 2020-05-14 | 2020-05-14 | Composite construction method for long anchor cable locking feet of secondary arch frame of extra-soft stratum tunnel interval |
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| CN111577355B true CN111577355B (en) | 2023-08-08 |
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| CN113417646B (en) * | 2021-07-15 | 2023-07-07 | 中铁二十三局集团有限公司 | Large-section tunnel supporting structure suitable for Xigeda stratum and construction method |
| CN114352321B (en) * | 2021-12-09 | 2023-10-27 | 中铁十五局集团第三工程有限公司 | Construction method for supporting structure in tunnel for preventing surrounding rock from collapsing under high ground stress state |
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