CN110656951A - Disaster safety control method for full-face tunnel boring machine excavation extrusion deformation card machine - Google Patents
Disaster safety control method for full-face tunnel boring machine excavation extrusion deformation card machine Download PDFInfo
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- 238000001125 extrusion Methods 0.000 title claims abstract description 118
- 238000009412 basement excavation Methods 0.000 title claims abstract description 71
- 238000000034 method Methods 0.000 title claims abstract description 61
- 239000011435 rock Substances 0.000 claims abstract description 135
- 230000005641 tunneling Effects 0.000 claims abstract description 55
- 230000008093 supporting effect Effects 0.000 claims abstract description 31
- 230000000903 blocking effect Effects 0.000 claims abstract description 27
- 230000008569 process Effects 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 50
- 239000010959 steel Substances 0.000 claims description 50
- 239000004567 concrete Substances 0.000 claims description 31
- 239000010410 layer Substances 0.000 claims description 25
- 238000005553 drilling Methods 0.000 claims description 22
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 17
- 238000004873 anchoring Methods 0.000 claims description 14
- 230000002787 reinforcement Effects 0.000 claims description 13
- 230000035882 stress Effects 0.000 claims description 13
- 238000005422 blasting Methods 0.000 claims description 10
- 238000005507 spraying Methods 0.000 claims description 10
- 238000003780 insertion Methods 0.000 claims description 7
- 230000037431 insertion Effects 0.000 claims description 7
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- 239000002356 single layer Substances 0.000 claims description 5
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/10—Making by using boring or cutting machines
- E21D9/11—Making by using boring or cutting machines with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/10—Making by using boring or cutting machines
- E21D9/108—Remote control specially adapted for machines for driving tunnels or galleries
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Abstract
The invention relates to a disaster safety control method for a full-face tunnel boring machine excavation extrusion deformation card machine, which comprises the following steps: evaluating the extrusion deformation grade of surrounding rock in the tunneling process of the full-face tunnel boring machine; and determining different combined tunneling and step-by-step combined surrounding rock supporting strategies according to different extrusion deformation grades. The method can reasonably evaluate the extrusion deformation grade of the surrounding rock, and is convenient for operation and calculation on the construction site; reasonable tunneling parameter adjustment and step-by-step combined support control of the surrounding rock are carried out according to the degree of extrusion deformation of the surrounding rock, so that blocking of the surrounding rock can be avoided when the working condition of deformation of the surrounding rock is faced, smooth tunneling is guaranteed, frequent shutdown and delay of construction period are avoided, the tunneling efficiency is improved, excessive support and increase of material and labor cost are avoided, and the engineering construction is more economical and reasonable; the reinforcing and supporting effect on the surrounding rock is effectively improved through the organic combination of various supporting means, the recovery improvement of the stress state of the surrounding rock is realized, the self-bearing capacity of the surrounding rock is improved, and the construction safety is greatly improved.
Description
Technical Field
The invention relates to the field of tunnel boring machine construction, in particular to a disaster safety control method for a full-face tunnel boring machine excavation extrusion deformation card machine.
Background
The full-face tunnel boring machine is widely applied to tunnel engineering, but the adaptability of the full-face tunnel boring machine to weak surrounding rocks is poor, when the full-face tunnel boring machine passes through high-stress weak surrounding rocks, a large-deformation blocking machine extrusion disaster is easy to happen, the machine halt and the construction period are delayed, and the boring efficiency is severely limited. The excavation parameter adjustment and the surrounding rock stability control are main measures for dealing with large deformation of soft rock in the excavation process, and comprise reserved surrounding rock deformation, control of excavation rate, support control and the like. However, at present, there is no complete safety control method for weak surrounding rock extrusion deformation blocking machine disasters at home and abroad, and the following defects mainly exist:
(1) a surrounding rock grading method aiming at the weak surrounding rock extrusion deformation blocking machine is lacked, the extrusion deformation and blocking machine disaster prediction and analysis are difficult to realize in the construction process, and passive measures are often adopted after problems occur;
(2) the existing tunneling construction method lacks deep analysis on the influence of tunneling parameters (tunneling speed, downtime, thrust and the like), and reasonable tunneling parameter adjustment cannot be carried out after extrusion deformation and card jamming disasters occur;
(3) the existing supporting means do not fully consider the combined action of the aging characteristic of rock mechanical parameters, stress field distribution and supporting reinforcement, the interaction mechanism of a multiple supporting structure and surrounding rocks is lack of research, the supporting design lacks of systematic theoretical guidance, the surrounding rocks can be supported only depending on experience when the situation of a card machine is faced, in order to avoid safety accidents, all conceivable existing supporting means can be applied in a superposition mode blindly, the material cost and the labor cost are greatly increased, the engineering construction cost is huge, and the requirements of current intensive production are not met.
Disclosure of Invention
Therefore, it is necessary to provide a method for safely controlling the disasters of the tunneling machine of the full-face tunnel boring machine when the full-face tunnel boring machine is driven into the extrusion deformation blocking machine, aiming at the problems that the full-face tunnel boring machine is easy to extrude and deform in weak surrounding rocks to cause blocking disasters and is difficult to safely and efficiently drive.
A full-face tunnel boring machine excavation extrusion deformation card machine disaster safety control method comprises the following steps:
the method comprises the following steps: evaluating the extrusion deformation grade of surrounding rock in the tunneling process of the full-face tunnel boring machine;
step two: determining different combined tunneling and surrounding rock supporting strategies according to the following different extrusion deformation grades:
when the extrusion deformation grade is slight extrusion deformation, driving a cutter head of the full-face tunnel boring machine to carry out expanding excavation, erecting a steel arch frame along the length direction of a tunnel, constructing prestressed anchor rods along the vault, laying steel bar rows along the vault and spraying concrete for supporting;
when the extrusion deformation grade is medium extrusion deformation, a first advance anchor rod is driven in front of the palm surface in the tunneling process, a cutter head is operated to change diameter and expand the tunnel so as to reserve deformation, and meanwhile, the full-section tunnel tunneling machine continuously tunnels at a constant speed and passes through the tunnel at a high speed so as to reduce the influence of aging deformation; constructing a steel bar row along the vault after tunneling, erecting a steel arch frame along the length direction of the tunnel, constructing a prestressed anchor rod and a prestressed anchor cable on the vault, and spraying concrete for supporting;
when the extrusion deformation grade is severe extrusion deformation, performing advanced pre-grouting reinforcement support on the front of the tunnel face before tunneling, operating a cutter head of the full-face tunnel boring machine to perform large reducing and expanding excavation to reserve a larger deformation space for surrounding rock, and simultaneously improving the torque of the cutter head and the main driving thrust; constructing a reinforcing steel bar row along the vault after tunneling, erecting a retractable steel arch along the length direction of the tunnel, constructing a prestressed anchor rod and a prestressed anchor cable on the vault, and grouting step by step;
when the extrusion deformation grade is very serious extrusion deformation, if a full-face tunnel boring machine is continuously used for excavation, jamming is very easy to occur, the tunneling of the full-face tunnel boring machine is stopped, the full-face tunnel boring machine is driven to retreat, the drilling and blasting method is used for expanding excavation, the surrounding rock is stably controlled by step-by-step combined supporting, and the full-face tunnel boring machine passes through the drilling and blasting method in a stepping mode; the step-by-step combined support comprises the following steps: the rock mass in front of the tunnel face is reinforced in advance through advanced pre-grouting and advanced pipe sheds before excavation; during tunneling, a steel arch frame and a reinforcing mesh are adopted to spray concrete to protect the working surface; and the stress state of the tunnel surrounding rock is improved by adopting a prestressed anchor rod, a prestressed anchor cable and step-by-step grouting in the later stage support after tunneling so as to enhance the self-bearing capacity.
The full-face tunnel boring machine tunneling process extrusion deformation card machine disaster safety control method at least has the following beneficial technical effects:
the method can reasonably adjust the tunneling parameters and control the surrounding rock in a combined supporting manner according to the extrusion deformation degree of the surrounding rock, can avoid blocking when facing the working condition of the extrusion deformation of the surrounding rock, ensures that tunneling is smoothly carried out, avoids frequent shutdown and delay of construction period, and is favorable for improving the tunneling efficiency; the combined action of the aging characteristic of the rock mechanical parameters, support reinforcement and the re-improvement of distribution of the surrounding rock stress state after support is comprehensively considered, the material input and labor cost cannot be increased by blind excessive support, and the engineering construction is more economic and reasonable;
the reinforcing and supporting effect on the surrounding rock is effectively improved through the organic combination of various supporting means, the internal fracture damage of the surrounding rock can be consolidated and repaired, the recovery and improvement of the stress state of the surrounding rock are realized, and meanwhile, the stress peak value can be transferred to the deep layer of the surrounding rock, so that the self-bearing capacity of the surrounding rock is improved, and the construction safety is greatly improved;
the method can reasonably evaluate the extrusion deformation grade of the surrounding rock and is convenient for operation and calculation on the construction site.
In one embodiment, the evaluation of the extrusion deformation grade of the surrounding rock during the tunneling process of the full-face tunnel boring machine in the first step comprises the following steps:
according to extrusion deformation UrmaxThe ratio of the expansion clearance delta R to the excavation clearance delta R divides the extrusion deformation grade into five grades: u shapermax/ΔR<1, no extrusion deformation; u is not less than 1rmax/ΔR<1.25, slight extrusion deformation; u is not less than 1.25rmax/ΔR<1.5, medium extrusion deformation; u is not less than 1.5rmax/ΔR<2, severe crush deformation; u shapermax/ΔR>2, the crush deformation was very severe.
In one embodiment, the method further comprises the following steps: when the extrusion deformation level is no extrusion deformation, expanding excavation is not carried out, a plurality of first steel arch frames are sequentially erected along the length direction of the tunnel during supporting, a single-layer steel mesh is hung on the surface of the surrounding rock of the tunnel in an arch crown ring direction in a fitting mode, and a first concrete layer is sprayed; and after the surrounding rock is deformed stably, applying reinforced concrete lining on the inner side of the first steel arch frame.
In one embodiment, when the extrusion deformation grade is severe extrusion deformation, one or more methods of manually enlarging and digging a side hole, digging a leading pilot hole and replacing a cutter head are adopted to assist in diameter-variable enlarging and digging.
In one embodiment, when the extrusion deformation grade is severe extrusion deformation, the escaping motor of the full-face tunnel boring machine is started to improve the main driving thrust, and the cutter head rotating speed of the full-face tunnel boring machine is reduced, so that the cutter head torque is improved.
In one embodiment, when the extrusion deformation grade is severe extrusion deformation, the advance pre-grouting reinforcement support for the front of the tunnel face before tunneling comprises the following steps:
constructing a small advanced grouting guide pipe towards the front of tunneling at the arch crown position close to the tunnel face, and performing pre-grouting reinforcement on weak and broken surrounding rocks in front of the tunnel face to ensure the stability of the surrounding rocks in front; the camber angle formed between the small advanced grouting guide pipe and the length direction of the tunnel is 10 degrees;
a second advanced anchor rod is drilled towards the front of the excavation at the vault position close to the tunnel face by using an advanced drilling machine equipped with a full-face tunnel boring machine, so that a surrounding rock anchoring ring is formed in front of the excavation, and pre-anchoring of the surrounding rock in front is realized; and an external insertion angle formed between the second advance anchor rod and the length direction of the tunnel is 10-18 degrees.
In one embodiment, when the crush deformation grade is severe crush deformation, the post-excavation step grouting comprises:
shallow hole grouting is carried out on the arch crown and the two sides, the length of a grouting pipe for shallow hole grouting is 1000mm, the hole depth is 1500mm, the row spacing is 1m, and the grouting pressure is 2 MPa;
and carrying out deep hole grouting after the shallow hole grouting strength is formed, wherein the length of a grouting pipe for the deep hole grouting is 2000mm, the hole depth is 3000mm, the row spacing is 2m, the hole sealing length is 400-500 mm, and the grouting pressure is more than or equal to 3.5 MPa.
In one embodiment, when the extrusion deformation grade is very severe extrusion deformation, the advance reinforcement of the rock mass in front of the tunnel face by advance pre-grouting and advance pipe sheds before excavation in the step-by-step combined support comprises the following steps:
before the working face is excavated, an arch is firstly jacked to the front of excavation, and an advanced grouting anchor rod is arranged, so that a surrounding rock anchoring ring is formed in the front of excavation, and pre-anchoring of surrounding rock in front is realized; the length of each advance grouting anchor rod is 4500mm, an included angle between each advance grouting anchor rod and the length direction of the tunnel is 20 degrees, the distance between every two adjacent advance grouting anchor rods is 500mm, the row spacing is 1500mm, and 13 advance grouting anchor rods are arranged on each section;
a plurality of advance holes are drilled in front of a working face in a 120-degree range around the vault of the tunnel by an advance drilling machine, the external insertion angle between each advance hole and the length direction of the tunnel is 10-15 degrees, advance pipe sheds are respectively driven into the drilled advance holes to form an arch-shell-shaped structure, soft and broken surrounding rocks in front of the tunnel face are pre-reinforced, and the stability of the surrounding rocks in front is ensured.
In one embodiment, the length of the leading pipe shed is 15-20 m.
In one embodiment, when the crush deformation grade is very severe crush deformation, the post-excavation after-excavation supporting comprises:
a second high-strength prestress system anchor rod is arranged in the surrounding rock in the range of 270 degrees in the annular direction of the arch crown, L is 3.5m, the row spacing is 500 x 500mm, the anchor rod is radially arranged in a quincunx manner, and the prestress is 50-70 kN;
a second prestressed anchor cable is arranged in the vault surrounding rock, the diameter phi of the second prestressed anchor cable is 22mm, the length L of the second prestressed anchor cable is 8300mm, the distance is 1500 multiplied by 1500mm, and the prestress is not less than 150 kN;
shallow hole grouting is carried out in surrounding rocks of the vault and the two sides, the length of a shallow hole grouting pipe is 1000mm, the hole depth is 1500mm, the row spacing is 1m, and the grouting pressure is 2 MPa; and carrying out deep hole grouting after the shallow hole grouting strength is formed, wherein the length of a deep hole grouting pipe is 2500mm, the hole depth is 3500mm, the row spacing is 1.5m, the hole sealing length is 400-500 mm, and the grouting pressure is more than or equal to 3.5 MPa.
Drawings
Fig. 1 is a schematic view of tunnel support without extrusion deformation level in a full-face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to an embodiment of the present invention.
Fig. 2 is a schematic diagram of tunnel support at a slight extrusion deformation level in the disaster safety control method of the full-face tunnel boring machine excavating extrusion deformation blocking machine according to the embodiment of the present invention.
Fig. 3 is a schematic diagram of tunnel support at a medium extrusion deformation level in the disaster safety control method for the full-face tunnel boring machine driving extrusion deformation blocking machine according to the embodiment of the present invention.
Fig. 4 is a schematic cross-sectional view of a tunnel support at a severe extrusion deformation level in the disaster safety control method for the full-face tunnel boring machine driving extrusion deformation blocking machine according to the embodiment of the present invention.
Fig. 5 is a schematic longitudinal cross-sectional view of a forepoling at a severe extrusion deformation level in the disaster safety control method for the full-face tunnel boring machine driving extrusion deformation blocking machine according to the embodiment of the present invention.
Fig. 6 is a schematic diagram of tunnel support when the full face tunnel boring machine digs the extrusion deformation blocking machine in the disaster safety control method according to the embodiment of the present invention, and the extrusion deformation blocking machine is in a very serious extrusion deformation level.
In the figure: 1. the concrete combined type steel arch comprises a first steel arch, 2, a first concrete layer, 3, a reinforced concrete lining, 4, a random anchor rod, 5, a second steel arch, 6, a second concrete layer, 7, a first advanced anchor rod, 8, a third steel arch, 9, a pre-stressed anchor rod, 10, a third concrete layer, 11, an advanced grouting small pipe, 12, a second advanced anchor rod, 13, a synthetic fiber concrete layer, 14, a fourth steel arch, 15, a first high-strength pre-stressed system anchor rod, 16, a first pre-stressed anchor cable, 17, an advanced grouting anchor rod, 18, an advanced pipe shed, 19, a telescopic steel arch, 20, a fourth concrete layer, 21, a second high-strength pre-stressed system anchor rod and 22, a second pre-stressed anchor cable.
Detailed Description
The invention will be further explained with reference to the drawings.
To facilitate an understanding of the invention, the invention will now be described more fully with reference to the accompanying drawings. Preferred embodiments of the present invention are shown in the drawings. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Those of ordinary skill in the art will recognize that variations and modifications of the various embodiments described herein can be made without departing from the scope of the invention, which is defined by the appended claims. Moreover, descriptions of well-known functions and constructions may be omitted for clarity and conciseness.
It will be understood that when an element is referred to as being "secured to" another element, it can be directly on the other element or intervening elements may also be present; when an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present.
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 invention belongs. The terminology used in the description of the invention herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
In an embodiment of the present invention, a full-face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method is provided, including:
1. evaluating risk level of surrounding rock extrusion deformation blocking machine in tunneling process of full-face tunnel boring machine
When the extrusion deformation grade of the surrounding rock is evaluated, the analysis and the grade division of the extrusion large deformation characteristic of the surrounding rock [ J ] can be carried out according to documents (Huangxing, Liuquan sound, Liu Bian, Liu Xue Wei, Chi Xiezui]Mine and safety engineering, 2015 (3)). Specifically, firstly, according to the distribution characteristics of the ground stress field of the surrounding rock and the mechanical property parameters of the surrounding rock, carrying out numerical simulation analysis, physical simulation test and even field monitoring on the excavation process of the full-face tunnel boring machine, carrying out prediction analysis on the extrusion deformation of the surrounding rock of the tunnel, and evaluating the risk level of the extrusion deformation blocking machine according to the ratio (Urmax/Delta R) of the extrusion deformation Urmax (maximum radial displacement of the surrounding rock in the shield area of the full-face tunnel boring machine) to the expanding excavation gap Delta R (radial gap between the surrounding rock and the shield generated by expanding excavation). And then, the extrusion deformation grade of the surrounding rock in the tunneling process of the full-face tunnel boring machine can be divided into five grades: without extrusion deformation (U)rmax/ΔR<1) Slight extrusion deformation (1. ltoreq. U)rmax/ΔR<1.25) and medium extrusion deformation (U is more than or equal to 1.25)rmax/ΔR<1.5) and severe extrusion deformation (U is more than or equal to 1.5)rmax/ΔR<2) Very severe crush deformation (U)rmax/ΔR>2)。
Of course, in other embodiments, the surrounding rock extrusion deformation level may also be evaluated according to the working conditions in the actual construction process, which is not limited herein.
2. According to the surrounding rock extrusion deformation grade division result, control technologies and measures in different extrusion deformation grades are provided:
(1) no crush deformation (class I):
the risk of blocking due to extrusion deformation is avoided, expanding excavation is not needed, and normal full-face tunnel boring machine excavation parameters are adopted.
The following support method can be implemented:
referring to fig. 1, a plurality of HW150 type (H-shaped steel, 150mm wide) first steel arches 1 are erected in sequence along the length direction of the tunnel, the number distance being 0.9-1.2 m;
a single-layer reinforcing mesh is hung on the tunnel rock surface in a 180-degree arch crown annular direction, phi 8 multiplied by phi 8@200 multiplied by 200mm (the diameter of the reinforcing steel bar is 8mm, the distance is 200mm), a first concrete layer 2 is sprayed, and the thickness of the sprayed layer is 100mm, wherein the first concrete layer 2 can be C25 concrete (the concrete test block is cured for 28 days at 20 ℃ under the laboratory condition, and the compressive strength is not less than 25 Mpa);
and after the deformation of the surrounding rock is stable, constructing a reinforced concrete lining 3 on the inner side of the first steel arch frame 1, wherein the thickness of the reinforced concrete lining 3 is 200 mm.
(2) Slight crush deformation (class II):
the cutter head of the full-face tunnel boring machine is properly expanded and excavated, and the supporting structure adopts vault construction of prestressed anchor rods, steel arch frames are erected along the length direction of the tunnel, and reinforcing steel bar rows are arranged along the vault to be combined with net hanging and concrete spraying for supporting.
The concrete supporting means is described as follows with reference to fig. 2:
firstly, steel bar rows are distributed in the tunnel along the 120-degree range of the vault, the diameter of each steel bar row can be determined (12-22 mm) according to the crushing degree of surrounding rocks, and phi is 20mm, the distance between the steel bars is 100mm, and the length of each steel bar is 4.7 m.
Secondly, a single-layer reinforcing mesh is hung on the arch crown of the tunnel above the supporting shoes of the full-face tunnel boring machine in a circumferential direction of 180 degrees and is tightly attached to the rock surface, and the specification phi 8 multiplied by phi 8@150 multiplied by 150mm (the diameter of the reinforcing steel bar is 8mm, and the distance between the reinforcing steel bars is 150 mm).
Thirdly, a plurality of second steel arch frames 5 are sequentially erected along the length direction of the tunnel, the span is 0.9m, and a second concrete layer 6 is sprayed to the arch crown, wherein the thickness of the second concrete layer 6 is 100mm, and the grade of C25 is grade.
Fourthly, a phi 25mm random anchor rod 4 is driven in the range of 180 degrees in the circular arch crown, the length of the anchor rod is 3.5m, and the prestress is 50-70 kN.
(3) Medium crush deformation (class III):
referring to fig. 3, in the tunneling process, an advance anchor rod is driven in front of a palm surface, a cutter head of the tunneling machine is small in diameter change and expands to perform tunneling so as to reserve deformation, the tunneling machine keeps constant speed and continuous tunneling and fast passes, steel bar rows are timely constructed after tunneling, a steel arch frame is erected along the length direction of a tunnel, a prestressed anchor rod and a prestressed anchor cable are constructed at the arch top, and concrete is sprayed for supporting.
Firstly, a first advance anchor rod 7 is driven towards the front of tunneling by an advance drilling machine equipped with a tunneling machine to pre-reinforce surrounding rocks (the advance drilling machine is assisted by a manual drilling machine when the advance drilling machine cannot meet the drilling requirement), so that a surrounding rock anchoring ring is formed in front of an excavation surface, the pre-anchoring of the front surrounding rocks is realized, the diameter phi of the first advance anchor rod 7 is 25mm, the length L is 4.5m, the interval is 0.3-0.8 m, the row spacing is 2m, and the external insertion angle alpha is 10-18 degrees;
secondly, the cutter head of the tunneling machine radially expands and digs the reserved deformation: the radial expanding excavation amount of the small-variable expanded excavation is increased by 25mm, so that the gap between the surrounding rock and the full-face tunnel boring machine is increased, a larger deformation space is reserved for the surrounding rock, and the phenomenon that the shield is blocked due to extrusion force is prevented;
thirdly, arranging reinforcing steel bar rows along the 120-degree range of the vault in the tunnel, wherein the diameter of the reinforcing steel bars is phi 20mm, the space between the reinforcing steel bars is 100mm, and the length of the reinforcing steel bars is 4.7 m;
fourthly, hanging a single-layer reinforcing mesh close to the rock surface in the range of 180 degrees in the arch crown ring direction of the tunnel above the supporting shoes of the full-section tunnel boring machine, wherein the specification phi 8 multiplied by phi 8@100 multiplied by 100mm (the diameter of the reinforcing steel bar is 8mm, and the distance is 100 mm);
sequentially erecting a plurality of third steel arch frames 8 along the length direction of the tunnel, wherein the truss distance is 0.5 m;
sixthly, beating a prestressed anchor rod 9 with the diameter of 25mm in the range of 270 degrees in the annular direction of the arch crown, wherein the length L of the prestressed anchor rod 9 is 3.5m, the row spacing is 1m, the prestressed anchor rod is arranged in a quincunx manner, and the prestress is 50-70 kN. The local place can be reinforced by a prestressed anchor cable;
and seventhly, spraying a third concrete layer 10 to the vault, wherein the thickness of the third concrete layer is 150mm, and the C25 grade is achieved.
Shear resistance, tensile strength and integrity of the third concrete layer 10 are improved through the steel bar rows and the third steel arch 8, the prestressed anchor rods 9 and the prestressed anchor cables enable the inside of the surrounding rock to generate an extrusion area to form a bearing arch, and meanwhile, the surrounding rock is in a three-dimensional stress state under the action of radial pressure of the prestressed anchor rods 9, so that stress peak values can be transferred to the deep layer of the surrounding rock, and the strength and stability of the surrounding rock are improved.
(4) Severe crush deformation (class IV):
referring to fig. 4 and 5, the front of the tunnel face is reinforced by pre-grouting in advance before tunneling; carrying out large reducing expanding excavation, and simultaneously reducing the rotating speed of the cutter head to improve the torque of the cutter head and the main driving thrust; and after the tunneling, timely constructing steel bar rows along the vault, erecting a retractable steel arch along the length direction of the tunnel, constructing a prestressed anchor rod and a prestressed anchor cable on the vault, and grouting step by step. The method comprises the following specific steps:
1) advance support
Firstly, driving a small advanced grouting conduit 11 at the arch top position close to the tunnel face towards the front of tunneling, wherein the small advanced grouting conduit 11 has the specification: phi 42mm, L6 m, interval 0.4m, row spacing 2m, the camber angle that forms between slip casting small pipe 11 and the tunnel length direction is 10, forms the arch shell-shaped structure, carries out slip casting in advance and pre-consolidates soft, broken country rock in the front of the face, ensures that the place ahead country rock is stable, prevents that the country rock from taking place the extrusion card machine that deforms greatly.
And secondly, a second advance anchor rod 12 is driven towards the front of the excavation face at the vault position close to the tunnel face by using an advance drilling machine equipped with a full-face tunnel boring machine to form a surrounding rock anchoring ring in front of the excavation face, so that pre-anchoring to the front surrounding rock is realized, the diameter phi 25mm of the second advance anchor rod 12 is 3-5 m, the distance is 0.3-0.8 m, the row spacing is 2m, and the external insertion angle alpha formed between the second advance anchor rod 12 and the tunnel length direction is 10-18 deg.
2) Large variable diameter enlarging and digging
By adopting the modes of manually expanding and excavating side holes, excavating advanced pilot holes, replacing cutter heads and the like, large reducing expansion excavation (the excavation diameter is increased by 35mm) is carried out, so that the gap between surrounding rocks and a full-face tunnel boring machine is increased, a larger deformation space is reserved for the surrounding rocks, and the phenomenon that the shield is blocked due to extrusion force generated on the shield is avoided; and simultaneously, the rotating speed of the cutter head is reduced, and the escaping motor is started, so that the torque of the cutter head and the main driving thrust are improved.
3) One-time support
Arranging reinforcing steel bar rows within 120 degrees of the vault, wherein the diameter phi of each reinforcing steel bar row is 20mm, the distance between the reinforcing steel bar rows is 100m, and the length of each reinforcing steel bar row is 4.7 m;
secondly, laying a double-layer reinforcing mesh at the arch crown above the supporting boots of the full-face tunnel boring machine: Φ 8 × 8@100 × 100 mm; (the reinforcing steel bar is configured into a reinforcing steel bar mesh with the diameter of 8mm and the transverse and longitudinal spacing of which is 100mm)
Thirdly, primarily spraying a synthetic fiber concrete layer 13 with the thickness of 100mm to the vault;
fourthly, sequentially erecting a plurality of fourth steel arch frames 14 along the length direction of the tunnel, wherein the number of the fourth steel arch frames is 0.5 m;
fifthly, drilling a phi 25mm first high-strength prestress system anchor rod 15 into the surrounding rock within the range of 270 degrees in the annular arch crown, wherein L is 3.5m, the row spacing is 500 multiplied by 500mm, the anchor rod is radially arranged in a quincunx manner, and the prestress is 50-70 kN;
sixthly, re-spraying a synthetic fiber concrete layer 13 with the thickness of 100mm to the vault;
seventhly, grouting step by step: carrying out grouting reinforcement on the vault and the two sides, wherein the grouting sequence is that shallow hole grouting is carried out first and then deep hole grouting is carried out; the length of the shallow hole grouting pipe is 1000mm, the hole depth is 1500mm, the row spacing is 1m, and the grouting pressure is 2 MPa; after the shallow hole grouting forms strength, deep hole grouting is carried out, wherein the length of a deep hole grouting pipe is 2000mm, the hole depth is 3000mm, the row spacing is 2m, the hole sealing length is 400-500 mm, and the grouting pressure is more than or equal to 3.5 MPa; the above operation is because: surrounding rock at the shallow part (the part close to the surface of the tunnel) is more seriously broken, so that shallow hole grouting is needed to improve the integrity of the surrounding rock at the near surface of the tunnel; and then deep hole grouting is carried out, so that the grouting pressure is favorably improved, the slurry leakage is prevented, and the grouting effect is improved.
And eighthly, applying a first prestressed anchor cable 16 into the vault surrounding rock, wherein the diameter of the anchor cable is phi 22mm, the length L is 8300mm, the space row spacing is 1500 multiplied by 1500mm, the anchor cable is made of low-relaxation steel stranded wires, and the prestress is not less than 150 kN.
Shear resistance, tensile strength and integrity of the synthetic fiber concrete layer 13 are improved through the steel bar rows and the fourth steel arch 14, the first high-strength prestress system anchor rod 15 and the first prestress anchor cable 16 enable an extrusion area to be generated inside the surrounding rock to form a bearing arch, and meanwhile the surrounding rock is in a three-dimensional stress state under the action of radial pressure of the first high-strength prestress system anchor rod 15, so that a stress peak value can be transferred to the deep layer of the surrounding rock, and the strength and the stability of the surrounding rock are improved.
(5) Very severe crush deformation (V-rating):
if the full-face tunnel boring machine is continuously used for excavation, jamming disasters are easy to occur, the full-face tunnel boring machine is immediately stopped for excavation, the boring machine is appropriately retreated, the drilling and blasting method or the manual excavation mode is adopted for expanding excavation, step-by-step combined support is adopted for stably controlling surrounding rocks, and the full-face tunnel boring machine passes by steps after the boring and blasting method is adopted for excavation. The drilling and blasting method is called drilling and blasting construction, and is a construction method for breaking rock mass and excavating cavern by blasting explosive, namely a method for excavating rock by drilling, charging and blasting.
Referring to fig. 6, the step-by-step combined supporting of the surrounding rock includes:
1) rock mass advance reinforcement in front of tunnel face
Before the working face is excavated, an arch is firstly jacked to the front of excavation to construct an advanced grouting anchor rod 17 for advanced grouting reinforcement, and an anchoring ring is formed in front of the excavation face to realize pre-anchoring of surrounding rock in front; the length of the advanced grouting anchor rod is 4500mm, an included angle between the anchor rod and the length direction of the tunnel is 20 degrees, the distance between the anchor rod and the tunnel is 500mm, the row spacing is 1500mm, and 13 grouting holes are arranged on each section. The advanced grouting anchor rod 17 can be made of seamless steel tubes, the hole sealing distance is 400-500 mm long, and grouting needs to be carried out on the head-on before grouting, so that slurry leakage in the grouting process is prevented.
When the serious condition is serious, the pipe house is used as a leading pipe house 18: and drilling a pilot hole in front of the driving by using a pilot drilling machine within 120 degrees around the vault of the tunnel in front of the working face, controlling an external insertion angle between the pilot hole and the length direction of the tunnel to be 10-15 degrees, and driving a pilot pipe shed 18 into the drilled pilot hole after drilling. The inner diameter phi of the steel pipe of the front pipe shed 18 is 75mm, the wall thickness is 5mm, and L is 15-20 m. The lapping length of the two longitudinal groups of pipe sheds is controlled to be 6-8 m.
The forepoling 18 forms an arch shell-shaped structure, and grouting can be carried out on the soft surrounding rock and the broken surrounding rock in front of the tunnel face by pressurizing the grouting holes of the forepoling 18 to perform grouting on the surrounding rock so as to reinforce the soft surrounding rock, so that the stability of the surrounding rock in front is ensured, and the self-stability capability of the surrounding rock is improved. The pipe shed grouting is long-distance advanced support, long advance distance and larger rigidity, is suitable for the stratum with the tunnel face incapable of self-stabilizing and containing water, and can control the ground surface settlement and prevent seepage and stop water. The advanced pipe shed 18 is combined with the advanced grouting anchor rod 17, so that the collapse of a triangular soil body below the pipe shed can be prevented, and the length-combined pre-support effect is more ideal.
2) Safety protection for working surface
Firstly, an extensible steel arch 19 is erected, and the truss spacing is 0.5 m.
Secondly, paving a reinforcing mesh with the specification of phi 8 multiplied by 8@100 multiplied by 100mm on the full section of the vault; and spraying a fourth concrete layer 20 to the vault for protection, wherein the thickness of the sprayed layer is 150 mm.
3) Later stage support
Firstly, a second high-strength prestress system anchor rod 21 with the diameter of 25mm is arranged in surrounding rocks within the range of 270 degrees in the circular arch ring direction, L is 3.5m, the row spacing is 500 multiplied by 500mm, the anchor rods are radially arranged in a quincunx mode, and the prestress is 50-70 kN.
And secondly, a second prestressed anchor cable 22 is arranged in the vault surrounding rock, the diameter is phi 22mm, the length L is 8300mm, the distance is 1500 multiplied by 1500mm, the material is a low-relaxation steel strand, and the prestress is not less than 150 kN.
Thirdly, grouting step by step: and (3) grouting and reinforcing the surrounding rocks of the vault and the two sides, wherein the grouting sequence is that shallow holes are firstly grouted and then deep holes are drilled, and deep hole grouting is carried out after shallow hole grouting. The length of the shallow hole grouting pipe is 1000mm, the hole depth is 1500mm, the row spacing is 1m, and the grouting pressure is 2 MPa; and after the shallow hole grouting forms strength, deep hole grouting is carried out, wherein the length of a deep hole grouting pipe is 2500mm, the hole depth is 3500mm, the row spacing is 1.5m, the hole sealing length is 400-500 mm, and the grouting pressure is more than or equal to 3.5 MPa.
If the deformation of the bottom drum is large after the measures are taken, the prestressed anchor cable support can be expanded to the bottom plate on the basis, and the grouting reinforcement measures can be expanded to the bottom plate.
In the method, the rock mass in front of the tunnel face is reinforced in advance through advanced pre-grouting and advanced pipe shed before excavation; during tunneling, a steel arch frame and a reinforcing mesh are used for spraying concrete to realize the safety protection of a working surface; the anchor rod of the prestressed system, the prestressed anchor cable and the step-by-step grouting adopted in later-stage supporting can enable the stress peak value to be transferred to the deep layer of the surrounding rock, and meanwhile, the internal fracture damage of the surrounding rock can be consolidated and repaired, and the recovery improvement of the stress state of the surrounding rock is realized, so that the self-bearing capacity of the surrounding rock is integrally improved, and the construction safety is greatly improved.
The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (10)
1. The full-face tunnel boring machine excavation extrusion deformation card machine disaster safety control method is characterized by comprising the following steps:
the method comprises the following steps: evaluating the extrusion deformation grade of surrounding rock in the tunneling process of the full-face tunnel boring machine;
step two: determining different combined tunneling and surrounding rock supporting strategies according to the following different extrusion deformation grades:
when the extrusion deformation grade is slight extrusion deformation, driving a cutter head of the full-face tunnel boring machine to carry out expanding excavation, erecting a steel arch frame along the length direction of a tunnel, constructing prestressed anchor rods along the vault, laying steel bar rows along the vault and spraying concrete for supporting;
when the extrusion deformation grade is medium extrusion deformation, a first advance anchor rod is driven in front of the palm surface in the tunneling process, a cutter head is operated to change diameter and expand the tunnel so as to reserve deformation, and meanwhile, the full-section tunnel tunneling machine continuously tunnels at a constant speed and passes through the tunnel at a high speed so as to reduce the influence of aging deformation; constructing a steel bar row along the vault after tunneling, erecting a steel arch frame along the length direction of the tunnel, constructing a prestressed anchor rod and a prestressed anchor cable on the vault, and spraying concrete for supporting;
when the extrusion deformation grade is severe extrusion deformation, performing advanced pre-grouting reinforcement support on the front of the tunnel face before tunneling, operating a cutter head of the full-face tunnel boring machine to perform large reducing and expanding excavation to reserve a larger deformation space for surrounding rock, and simultaneously improving the torque of the cutter head and the main driving thrust; constructing a reinforcing steel bar row along the vault after tunneling, erecting a retractable steel arch along the length direction of the tunnel, constructing a prestressed anchor rod and a prestressed anchor cable on the vault, and grouting step by step;
when the extrusion deformation grade is very serious extrusion deformation, if a full-face tunnel boring machine is continuously used for excavation, jamming is very easy to occur, the tunneling of the full-face tunnel boring machine is stopped, the full-face tunnel boring machine is driven to retreat, the drilling and blasting method is used for expanding excavation, the surrounding rock is stably controlled by step-by-step combined supporting, and the full-face tunnel boring machine passes through the drilling and blasting method in a stepping mode; the step-by-step combined support comprises the following steps: the rock mass in front of the tunnel face is reinforced in advance through advanced pre-grouting and advanced pipe sheds before excavation; during tunneling, a steel arch frame and a reinforcing mesh are adopted to spray concrete to protect the working surface; and the stress state of the tunnel surrounding rock is improved by adopting a prestressed anchor rod, a prestressed anchor cable and step-by-step grouting in the later stage support after tunneling so as to enhance the self-bearing capacity.
2. The method for controlling disaster safety of the full face tunnel boring machine excavation extrusion deformation blocking machine according to claim 1, wherein the evaluation of the surrounding rock extrusion deformation level in the full face tunnel boring machine excavation process in the first step comprises:
according to extrusion deformation UrmaxThe ratio of the expansion clearance delta R to the excavation clearance delta R divides the extrusion deformation grade into five grades: u shapermax/ΔR<1, no extrusion deformation; u is not less than 1rmax/ΔR<1.25, slight extrusion deformation; u is not less than 1.25rmax/ΔR<1.5, medium extrusion deformation; u is not less than 1.5rmax/ΔR<2, severe crush deformation; u shapermax/ΔR>2, the crush deformation was very severe.
3. The full face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to claim 1, characterized by further comprising: when the extrusion deformation level is no extrusion deformation, expanding excavation is not carried out, a plurality of first steel arch frames are sequentially erected along the length direction of the tunnel during supporting, a single-layer steel mesh is hung on the surface of the surrounding rock of the tunnel in an arch crown ring direction in a fitting mode, and a first concrete layer is sprayed; and after the surrounding rock is deformed stably, applying reinforced concrete lining on the inner side of the first steel arch frame.
4. The full face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to claim 1, characterized in that when the extrusion deformation grade is severe extrusion deformation, one or more methods of manual side hole expanding excavation, advance pilot hole excavation and cutter head replacement are adopted to assist in diameter-variable expanding excavation.
5. The method according to claim 1, wherein when the extrusion deformation level is severe extrusion deformation, a de-trapping motor of the full-face tunnel boring machine is started to increase a main driving thrust, and a cutter head rotation speed of the full-face tunnel boring machine is reduced to increase a cutter head torque.
6. The full face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to claim 1,
when the extrusion deformation grade is severe extrusion deformation, the advance pre-grouting reinforcement support for the front of the tunnel face before tunneling comprises the following steps:
constructing a small advanced grouting guide pipe towards the front of tunneling at the arch crown position close to the tunnel face, and performing pre-grouting reinforcement on weak and broken surrounding rocks in front of the tunnel face to ensure the stability of the surrounding rocks in front; the camber angle formed between the small advanced grouting guide pipe and the length direction of the tunnel is 10 degrees;
a second advanced anchor rod is drilled towards the front of the excavation at the vault position close to the tunnel face by using an advanced drilling machine equipped with a full-face tunnel boring machine, so that a surrounding rock anchoring ring is formed in front of the excavation, and pre-anchoring of the surrounding rock in front is realized; and an external insertion angle formed between the second advance anchor rod and the length direction of the tunnel is 10-18 degrees.
7. The full face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to claim 1,
when the extrusion deformation grade is severe extrusion deformation, the step-by-step grouting after tunneling comprises the following steps:
shallow hole grouting is carried out on the arch crown and the two sides, the length of a grouting pipe for shallow hole grouting is 1000mm, the hole depth is 1500mm, the row spacing is 1m, and the grouting pressure is 2 MPa;
and carrying out deep hole grouting after the shallow hole grouting strength is formed, wherein the length of a grouting pipe for the deep hole grouting is 2000mm, the hole depth is 3000mm, the row spacing is 2m, the hole sealing length is 400-500 mm, and the grouting pressure is more than or equal to 3.5 MPa.
8. The full face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to claim 1,
when the extrusion deformation grade is very serious extrusion deformation, the step-by-step combined support is used for pre-reinforcing the rock mass in front of the tunnel face through pre-grouting and a pre-pipe shed before excavation, and the step-by-step combined support comprises the following steps of:
before the working face is excavated, an arch is firstly jacked to the front of excavation, and an advanced grouting anchor rod is arranged, so that a surrounding rock anchoring ring is formed in the front of excavation, and pre-anchoring of surrounding rock in front is realized; the length of each advance grouting anchor rod is 4500mm, an included angle between each advance grouting anchor rod and the length direction of the tunnel is 20 degrees, the distance between every two adjacent advance grouting anchor rods is 500mm, the row spacing is 1500mm, and 13 advance grouting anchor rods are arranged on each section;
a plurality of advance holes are drilled in front of a working face in a 120-degree range around the vault of the tunnel by an advance drilling machine, the external insertion angle between each advance hole and the length direction of the tunnel is 10-15 degrees, advance pipe sheds are respectively driven into the drilled advance holes to form an arch-shell-shaped structure, soft and broken surrounding rocks in front of the tunnel face are pre-reinforced, and the stability of the surrounding rocks in front is ensured.
9. The full-face tunnel boring machine excavation extrusion deformation blocking disaster safety control method according to claim 8, wherein the length of the advanced pipe shed is 15-20 m.
10. The full face tunnel boring machine excavation extrusion deformation blocking machine disaster safety control method according to claim 1,
when the extrusion deformation grade is very serious extrusion deformation, the after-tunneling post-stage support comprises the following steps:
a second high-strength prestress system anchor rod is arranged in the surrounding rock in the range of 270 degrees in the annular direction of the arch crown, L is 3.5m, the row spacing is 500 x 500mm, the anchor rod is radially arranged in a quincunx manner, and the prestress is 50-70 kN;
a second prestressed anchor cable is arranged in the vault surrounding rock, the diameter phi of the second prestressed anchor cable is 22mm, the length L of the second prestressed anchor cable is 8300mm, the distance is 1500 multiplied by 1500mm, and the prestress is not less than 150 kN;
shallow hole grouting is carried out in surrounding rocks of the vault and the two sides, the length of a shallow hole grouting pipe is 1000mm, the hole depth is 1500mm, the row spacing is 1m, and the grouting pressure is 2 MPa; and carrying out deep hole grouting after the shallow hole grouting strength is formed, wherein the length of a deep hole grouting pipe is 2500mm, the hole depth is 3500mm, the row spacing is 1.5m, the hole sealing length is 400-500 mm, and the grouting pressure is more than or equal to 3.5 MPa.
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| CN114487357A (en) * | 2022-04-18 | 2022-05-13 | 交通运输部天津水运工程科学研究所 | Modularized tunnel excavation simulation test device and assembling method thereof |
| CN115163125A (en) * | 2022-07-29 | 2022-10-11 | 中南大学 | Differential grading control method and system suitable for asymmetric extrusion soft rock tunnel |
| CN115163125B (en) * | 2022-07-29 | 2024-05-14 | 中南大学 | Differential grading control method and system suitable for asymmetric extrusion soft rock tunnel |
| CN116575923A (en) * | 2023-07-12 | 2023-08-11 | 中国矿业大学(北京) | Comprehensive treatment method for tunnel surrounding rock deformation |
| CN116575923B (en) * | 2023-07-12 | 2023-10-27 | 中国矿业大学(北京) | Comprehensive treatment method for tunnel surrounding rock deformation |
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