CN109209392B - Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel - Google Patents
Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel Download PDFInfo
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- 238000005553 drilling Methods 0.000 claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 33
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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
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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
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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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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Abstract
The invention discloses a full-circle excavation method suitable for IV-V level surrounding rock of a large-section tunnel, which is used for carrying out advanced geological prediction; evaluating and classifying the stability of the tunnel face in the full section range; determining whether advance support and tunnel face reinforcement exist, and adopting corresponding specific measures until the tunnel face is stable; carrying out blast hole drilling and charging on the full section of the face of the rock drilling jumbo, and detonating at one time; ventilating the tunnel face, eliminating danger, undermining treatment and mucking; performing geological sketch on the tunnel face subjected to the circular excavation and judging the stability of the tunnel face, and primarily spraying early high-strength concrete by using a wet spraying manipulator and sealing the tunnel face; applying a system anchor rod; erecting a steel frame by adopting an arch frame mounting trolley, performing annular and longitudinal connection, and spraying concrete again to the designed thickness; backfilling the hole slag in the excavated circulating inverted arch area, and performing the next circulating process operation; pouring foundation concrete of an inverted arch and a side wall by adopting a movable inverted arch trestle; laying geotextiles and waterproof boards and binding arch wall lining reinforcing steel bars; and (5) pouring and maintaining the arch wall lining.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a full-circle excavation method suitable for IV-V-grade surrounding rock of a large-section tunnel.
Background
Since twenty-first century, the tunnel engineering technology in China has been rapidly developed, benefiting from the rapid rise of high-speed railways in recent years. The tunnel engineering technology becomes an important part of the high-speed railway technology, particularly when the railway is built in the west, the tunnel occupation is large, and the construction period of the whole project is controlled. For example, the total length of the railway flange line is about 457km, the total length of the tunnel 32 seats is about 332km, and the tunnel ratio is about 72.6%; for example, in the range from Zhengwangao Hubei section to Badong section of 130km, the total length of the tunnel exceeds 120km, and the height of the tunnel line is up to more than 90%, just like a high-speed subway. By 2015, the total length of the high-speed railway tunnel built for traffic in China exceeds 2200 seats and 3200km, and the total length of the high-speed railway tunnel built and planned exceeds 10000 km.
At present, in the construction of a large-scale high-speed railway tunnel for many years, a whole set of construction method of the high-speed railway mountain tunnel, namely a mining method construction technology, is formed initially, especially in western mountain areas. The traditional mine construction method mainly adopts a manual drilling and blasting mode to carry out excavation and tunneling, and comprises the working procedures of advance support drilling and installation, blasthole drilling and charging, anchor rod drilling and installation, concrete spraying operation, inverted arch construction, waterproof plate laying, secondary lining reinforcing steel bar and concrete pouring, groove construction and the like, and a large amount of manpower and material resources are input in multi-working procedure operation. Meanwhile, the high-speed railway tunnel is usually a single-hole double-track tunnel, the excavated section area is large, except for II and III-grade surrounding rocks, a full-section method is adopted, and in IV and V-grade surrounding rocks with poor surrounding rock stability, a subsection excavation method is usually adopted in consideration of construction safety, namely, the whole excavated section is divided into a plurality of parts for excavation, and each excavated part can independently form operation procedures for parallel operation, and the method comprises a step method, a reserved core soil three-step starting operation method, a step temporary transverse bracing method, a step temporary inverted arch method, a CD method (namely a middle partition wall method), a CRD method (namely a crossed middle partition wall method) and a double-side-wall pit guiding method. When the segmental excavation method is adopted, in order to ensure the stability of tunnel surrounding rock, temporary support plays an important role, for example, the step and temporary inverted arch method is mainly used for a V-level weak surrounding rock stratum, and the construction method needs to be mainly used for the temporary support with steel frame profiles, reinforcing mesh and sprayed concrete.
However, the conventional tunnel construction excavation method has the following problems:
1. the existing full-section single-use excavation method with an inverted arch is poor in adaptability, is only applied to II-grade and III-grade surrounding rock sections at present and low in efficiency, IV-grade and V-grade weak surrounding rock sections are constructed by adopting a subsection excavation method, namely, the whole tunnel section is divided into a plurality of areas to be drilled and exploded, vibration generated by each area of blasting excavation can disturb nearby areas once, multiple times of disturbance can be generated by multiple times of excavation, the stability of the tunnel body is seriously reduced, the plastic area and the loosening ring of the surrounding rock are obviously increased, the load of the surrounding rock acting on primary support is increased, the deformation of a support structure is increased, and the tunnel can be kept stable and safe by stronger support;
2. the existing method for excavating in different parts divides the section of the tunnel into a plurality of small areas to excavate independently, and large-scale construction equipment cannot be used due to space limitation, and large-scale mechanized matched construction cannot be adopted, so that various mechanical equipment capable of improving the construction efficiency cannot be effectively utilized; meanwhile, the partial excavation method has more operation procedures, all the procedures are mutually related, once a certain procedure is influenced, other procedures are influenced, so that the construction progress is slow, and the construction period is long;
3. in the subsection excavation method, in order to control the surrounding rock deformation of each area, a large number of temporary supports such as temporary sprayed concrete, temporary steel frames, temporary reinforcing mesh, temporary anchor rods and the like need to be constructed, and the temporary supports need to be dismantled after stabilization, so that part of the temporary steel frames can be recycled, the rest of the temporary supports cannot be reused, and the material and investment waste is large;
4. the manual subsection excavation method is adopted, the construction quality discreteness of the supporting structure is large under the influence of human subjective factors, and the construction of the primary support after blasting excavation of each area is not timely due to low manual operation efficiency, so that the deformation of surrounding rocks is large; meanwhile, due to the limitation of fractional excavation, the distance between the first excavation region and the last excavation region which are longitudinally pulled along the tunnel is large, so that the primary support is not sealed into a ring in time, the deformation of the surrounding rock is not controlled in time, the requirements of two elements of ' timely support and rapid sealed ring ' on controlling the deformation of the surrounding rock, which violate the concept of the new Austrian's Law, can possibly cause the convergence deformation of the surrounding rock to increase;
5. the construction is carried out in IV and V grade soft and weak surrounding rock tunnels by adopting a traditional manual excavation method, the manual investment is large, meanwhile, the stability of the tunnel face in each cycle is not considered, and when the surrounding rock conditions are poor, the collapse accident of the tunnel face is easily caused to threaten the personal safety of operators near the tunnel face;
6. the method is characterized in that a traditional manual sub-excavation method is adopted in IV-grade and V-grade weak surrounding rock tunnels, active reinforcing of surrounding rocks and active control of surrounding rock deformation are not taken into consideration, and surrounding rock deformation is controlled by a method for passively reinforcing the strength of a supporting structure, so that collapse accidents caused by overlarge deformation are easy to occur, and diseases are easy to frequently occur during operation.
Disclosure of Invention
The invention aims to overcome the defects of the traditional manual subsection excavation method in the prior art, and provides a safe, rapid and high-quality mechanized full-circle excavation method suitable for IV-V level surrounding rocks of a large-section tunnel in the overall consideration of tunnel construction.
In order to achieve the above purpose, the invention provides the following technical scheme:
a full-circle excavation method suitable for IV-V level surrounding rocks of a large-section tunnel comprises the following steps:
firstly, performing advanced geological prediction by adopting one or more of a geological sketch method, a geophysical prospecting method, an advanced drilling method or drill jumbo MWD geological borehole cloud picture prediction;
the forecasting of the Drilling jumbo MWD (measurement While Drilling) geological Drilling cloud picture is to use a fully-computerized multi-arm Drilling jumbo, and form a geological cloud picture according to a set program by acquiring parameters such as the propelling speed, the propelling pressure, the impact pressure, the rotation pressure and the like of a Drilling machine during Drilling by using blast holes of each cycle of the jumbo during Drilling, wherein the geological cloud picture can preliminarily judge the hardness degree, the integrity degree and the like of rock masses in a certain range in front of a face according to different displayed colors, and carry out geological forecasting on surrounding rocks in the certain range in front of the face;
evaluating the stability of the tunnel face within the full section range of the tunnel according to the result of the advance geological prediction, and classifying the stability of the tunnel face into A-E types, wherein:
class A is hard rock, including A-1 instability;
the B type is soft rock, including stable B-1, stable B-2, unstable B-3 and unstable B-4;
c-type bedding bias unfavorable geology comprises C-1 stable, C-2 stable, C-3 stable to unstable and C-4 stable to unstable;
d is a fault fracture zone which comprises D-1 instability and D-2 instability;
e is karst strongly developed limestone, and the palm surface is unstable when meeting karst cave;
the evaluation and classification criteria are shown in table 1;
TABLE 1 palm surface stability evaluation and Classification List
Step three, determining whether advance support and tunnel face reinforcement are needed or not according to the evaluation and classification results of tunnel face stability, if so, adopting corresponding specific measures according to the categories of tunnel faces A-E, wherein the advance support measures are shown in table 2, and the tunnel face reinforcement treatment measures are shown in table 3;
TABLE 2 advance support measure classification chart
TABLE 3 palm face treatment measure classification table
Fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drilling jumbo, and then carrying out one-time initiation with an inverted arch;
fifthly, ventilating the area near the tunnel face, carrying out dangerous stone removal and underdigging treatment on the tunnel face and the just blasted area by using an excavator, and discharging the slag by using a slag transport vehicle;
step six, performing geological sketch on the tunnel face subjected to the excavation cycle excavation, immediately judging the stability of the excavation cycle tunnel face, and applying primary support after the excavation cycle excavation, wherein the primary support adopts a wet-spraying mechanical arm to perform primary spraying of concrete, the concrete label is at least C30, the sprayed concrete is concrete with higher early strength, the strength in one day is at least 15MPa, the aim is to actively control the deformation of surrounding rocks as early as possible and simultaneously seal the tunnel face, and it needs to be noted that the geological sketch result of the tunnel face performed by the excavation cycle should reversely verify the advance support measures and tunnel face reinforcement measures in step three;
step seven, performing systematic anchor rod construction on the excavation circulation, wherein a low-prestress hollow grouting anchor rod with a mechanical expansion shell head is adopted in the arch part range of the tunnel, the anchor rod is inserted into an anchor rod hole, then the mechanical expansion shell head is utilized to anchor surrounding rocks, a plurality of tons of initial tension force is applied, the surrounding rocks of the tunnel are fastened at the first time, the deformation of the surrounding rocks is actively controlled, meanwhile, the grouting and the coagulation can provide later anchoring force to control the later deformation of the surrounding rocks, and a mortar anchor rod is adopted in the side wall range of the tunnel;
step eight, welding a plurality of sleeves at intervals in the circumferential direction for each steel frame when the steel frames are prefabricated, erecting and installing the prefabricated steel frames by adopting an arch frame installation trolley, fastening nodes of circumferential units, inserting U-shaped steel bars into the corresponding sleeves on two adjacent steel frames, longitudinally connecting all the steel frames along a tunnel, enhancing the longitudinal stability of the steel frames, and then spraying concrete again to the designed thickness;
step nine, after lagging behind this excavation cycle for a distance, adopt the inverted arch area of the backfill of the hole ballast as the construction platform, and as the work platform of the next excavation cycle drill jumbo, after this step of this excavation cycle finishes, carry on the next excavation cycle process operation;
tenthly, in order to not interfere the operation of the next excavation cycle, clearing backfill hole slag at a distance behind the working platform of the next excavation cycle drill jumbo in the step nine, adopting a movable inverted arch trestle to pour concrete (or reinforced concrete) of an inverted arch and a side wall foundation, and pouring inverted arch filling concrete to a designed height after the concrete of the inverted arch and the side wall foundation is initially set;
step eleven, laying geotextiles and waterproof boards and binding arch wall lining reinforcing steel bars by using waterproof board laying and reinforcing steel bar binding trolleys;
and step twelve, pouring and maintaining the arch wall lining by using the lining trolley.
Preferably, after the third step is carried out, the stability of the tunnel face is evaluated again, and if the stability of the tunnel face is not met, the third step is carried out continuously until the tunnel face is stable, so that the stability of the tunnel face is ensured or the tunnel face is kept in a stable state within the next excavation cycle period to meet the construction requirement.
Preferably, in the fourth step, in order to enhance the stability of the tunnel face, the tunnel face is blasted into an inclined face with a certain slope or a spherical curved face with a certain curvature during each excavation cycle.
Preferably, in the seventh step, the operation of the anchor rod drilling and grouting integrated machine or the drill jumbo is performed on the anchor rod, if the anchor rod drilling and grouting integrated machine is adopted, the installation of the anchor rod can be completed fully automatically, and auxiliary operation is performed by personnel during the operation of the drill jumbo.
Preferably, one sleeve pipe with the diameter of 30-32 mm is welded to each steel frame at intervals of 1-1.5 m along the ring direction.
Preferably, the U-shaped steel bar is a U-shaped twisted steel bar.
Preferably, the diameter of the U-shaped steel bar is phi 20-phi 25.
Preferably, the cross-sectional area of the large-section tunnel is 130m2-170m2。
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. by applying the full-ring excavation method and the full-section one-time blasting tunneling method suitable for the IV-V-grade surrounding rock of the large-section tunnel, blasting vibration is performed once in each cycle, the disturbance frequency to the surrounding rock is reduced to one time, the plastic zone and the loosening ring range of the surrounding rock are obviously reduced, the load of the surrounding rock acting on primary support is reduced, the deformation of a supporting structure is reduced, the safety of the tunnel is improved, and particularly, the method is adopted for construction in the IV-V-grade weak surrounding rock sections, so that the effect is obvious;
2. by using the full-circle excavation method suitable for the IV-V-level surrounding rock of the large-section tunnel, provided by the invention, an operation space is provided for each construction process by adopting mechanized operation, so that various mechanical equipment can be effectively utilized, the construction progress can be greatly improved by adopting the method, the excavation progress of the IV-V-level surrounding rock per month reaches 115m and 80m according to the result after the actual on-site adoption, and is respectively improved by about 44 percent and 45 percent compared with the monthly footage of 80m and 55m of the traditional method. The work efficiency is obviously improved;
3. by applying the full-circle excavation method suitable for the IV-V level surrounding rock of the large-section tunnel, the full-section tunnel is excavated forwards at one time, and a large amount of temporary support measures which cannot be recycled, such as temporary sprayed concrete, steel frames, reinforcing mesh, anchor rods and the like, are not required, so that engineering materials can be saved to a great extent, a large amount of investment can be saved, and the economic effect is remarkable;
4. by applying the full-ring excavation method suitable for IV-V-grade surrounding rocks of a large-section tunnel, which is disclosed by the invention, full-mechanized operation is adopted, the condition that the construction quality of a supporting structure is influenced by human subjective factors can be avoided, the supporting structure is constructed in time, primary support can be rapidly formed into rings within the shortest time, the deformation of the surrounding rocks is controlled in time, the method completely conforms to the requirements of 'timely support and rapid closed ring formation' in the concept of the new Olympic method, and the method is a trend for development of a tunnel construction method in the future;
5. the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel adopts mechanical operation, can greatly reduce operators near the tunnel face, greatly saves labor cost, has better economy at present when the labor cost is gradually improved, and has the advantages that the stability of the tunnel face is greatly emphasized, and is directly related to the personal safety of the operators nearby;
6. the full-ring excavation method suitable for IV-V grade surrounding rock of the large-section tunnel adopts two measures for actively controlling the deformation of the surrounding rock, namely, concrete with higher early strength and final set strength is adopted, a low-prestress hollow grouting anchor rod with a mechanical expansion shell head is adopted, by the two measures, on one hand, the surrounding rock reinforcing ring is formed to improve the strength of the surrounding rock, on the other hand, a high-strength supporting structure is constructed in time, the deformation of the surrounding rock can be controlled in time, so that the collapse accident caused by overlarge deformation of the surrounding rock due to untimely deformation support is greatly reduced, particularly in the IV and V level weak surrounding rock stratum, the deformation of the surrounding rock is actively controlled to reach the stable state as soon as possible, the passive reinforced supporting structure bears the load, so that the probability that the driving safety is threatened due to cracking damage caused by long-term operation of the supporting structure due to degradation is reduced;
7. by applying the full-ring excavation method suitable for IV-V-grade surrounding rocks of the large-section tunnel, two adjacent steel frames are longitudinally connected by adopting the sleeves welded when the prefabricated steel frames are connected by the U-shaped steel bars, the connection is simple, the speed is high, the connection is stable, the effect is good, the traditional in-tunnel welding is abandoned, and the potential safety hazard of in-tunnel construction is reduced.
Drawings
FIG. 1 is a schematic flow chart of the full-circle excavation method suitable for IV-V level surrounding rocks of a large-section tunnel.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
Example 1
As shown in figure 1, the full-circle excavation method suitable for the IV-V level surrounding rock of the large-section tunnel comprises the following steps of:
firstly, performing advanced geological prediction by adopting one or more of a geological sketch method, a geophysical prospecting method, an advanced drilling method or drill jumbo MWD geological borehole cloud picture prediction;
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is rich in water and broken hard rock, collapse and falling blocks occur on the tunnel face, the surrounding rock is classified into grade IV, and the stability of the non-support tunnel face is evaluated to be unstable, namely A-1;
thirdly, according to the evaluation and classification results of the tunnel face stability, adopting a phi 42 small conduit with the length larger than 5m to carry out advanced support, carrying out local concrete spraying and sealing on the tunnel face and locally arranging a fiber anchor rod, evaluating the tunnel face stability again, and continuing to carry out the step if the tunnel face stability is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
fifthly, ventilating the area near the tunnel face, carrying out dangerous stone removal and underdigging treatment on the tunnel face and the just blasted area by using an excavator, and discharging the slag by using a slag transport vehicle;
step six, performing geological sketch on the tunnel face subjected to the excavation cycle excavation, immediately judging the stability of the excavation cycle tunnel face, and applying primary support after the excavation cycle excavation, wherein the primary support adopts a wet-spraying mechanical arm to perform primary spraying of concrete, the concrete label is at least C30, the sprayed concrete is concrete with higher early strength, the strength in one day is at least 15MPa, the aim is to actively control the deformation of surrounding rocks as early as possible and simultaneously seal the tunnel face, and it needs to be noted that the geological sketch result of the tunnel face performed by the excavation cycle should reversely verify the advance support measures and tunnel face reinforcement measures in step three;
step seven, performing systematic anchor rod construction on the excavation circulation, wherein a low-prestress hollow grouting anchor rod with a mechanical expansion shell head is adopted in the arch part range of the tunnel, the anchor rod is inserted into an anchor rod hole, then the mechanical expansion shell head is utilized to anchor surrounding rocks, a plurality of tons of initial tension force is applied, the surrounding rocks of the tunnel are fastened at the first time, the deformation of the surrounding rocks is actively controlled, meanwhile, the grouting and the coagulation can provide later anchoring force to control the later deformation of the surrounding rocks, and a mortar anchor rod is adopted in the side wall range of the tunnel;
the anchor rod drilling and grouting integrated machine or the drilling jumbo is adopted for operation, if the anchor rod drilling and grouting integrated machine is adopted, the installation of the anchor rod can be completed fully automatically, and when the drilling jumbo is adopted for operation, personnel are equipped for auxiliary operation;
step eight, welding a sleeve pipe with the diameter of 32 mm at each interval of 1.2m along the annular direction for each steel frame when the steel frames are prefabricated, erecting and installing the prefabricated steel frames by adopting an arch frame installation trolley, fastening nodes of annular units, inserting U-shaped threaded steel bars with the diameter of 22 mm into the corresponding sleeve pipes on the two adjacent steel frames, longitudinally connecting all the steel frames along the tunnel, enhancing the longitudinal stability of the steel frames, and then spraying concrete again to the designed thickness;
step nine, after lagging behind this excavation cycle for a distance, adopt the inverted arch area of the backfill of the hole ballast as the construction platform, and as the work platform of the next excavation cycle drill jumbo, after this step of this excavation cycle finishes, carry on the next excavation cycle process operation;
tenthly, in order to not interfere the operation of the next excavation cycle, clearing backfill hole slag at a distance behind the working platform of the next excavation cycle drill jumbo in the step nine, adopting a movable inverted arch trestle to pour concrete (or reinforced concrete) of an inverted arch and a side wall foundation, and pouring inverted arch filling concrete to a designed height after the initial setting of the inverted arch concrete;
step eleven, laying geotextiles and waterproof boards and binding arch wall lining reinforcing steel bars by using waterproof board laying and reinforcing steel bar binding trolleys;
and step twelve, pouring and maintaining the arch wall lining by using the lining trolley.
Example 2
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is anhydrous and complete soft rock, the tunnel face is partially broken down, the surrounding rock is classified into grade IV, the stability of the unsupported tunnel face is evaluated to be more stable, and the tunnel face is B-1 type;
thirdly, according to the evaluation and classification results of the tunnel face stability, adopting a phi 42 small conduit with the length larger than 5m to carry out advanced support, carrying out local concrete spraying and sealing on the tunnel face, evaluating the tunnel face stability again, and continuing to carry out the step if the tunnel face stability is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 3
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is water-rich and complete soft rock, the soft rock on the tunnel face deforms and partially falls into blocks, surrounding rocks are classified into IV grades, the stability of the unsupported tunnel face is evaluated to be more stable, and the soft rock is B-2 type;
thirdly, according to the evaluation and classification results of the tunnel face stability, adopting a phi 42 small conduit with the length larger than 5m to carry out advanced support, carrying out local concrete spraying and sealing on the tunnel face and locally arranging a fiber anchor rod, evaluating the tunnel face stability again, and continuing to carry out the step if the tunnel face stability is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 4
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is anhydrous and broken soft rock, collapse and falling blocks occur on the tunnel face, the surrounding rock is classified into grade IV, and the stability of the unsupported tunnel face is evaluated to be unstable, namely B-3;
thirdly, according to the evaluation and classification results of the tunnel face stability, adopting a phi 42 small conduit with the length larger than 6m to carry out advanced support, carrying out concrete spraying and sealing on the tunnel face, arranging a fiber anchor rod on the upper section, evaluating the tunnel face stability again, and continuing to carry out the step if the tunnel face stability is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 5
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is rich in water and broken soft rock, collapse, block falling, soft rock deformation, tunnel face protrusion and water and mud outburst occur on the tunnel face, the surrounding rock is classified into V grade, and the stability of the unsupported tunnel face is evaluated to be unstable, namely B-4 grade;
thirdly, according to the evaluation and classification results of the stability of the tunnel face, adopting a phi 60 pipe shed with the length of 9m-15m to carry out advanced support, carrying out concrete spraying and grouting consolidation on the tunnel face, evaluating the stability of the tunnel face again, and continuing to carry out the step if the stability of the tunnel face is not met until the stability of the tunnel face is achieved;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 6
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is bedding bias hard rock, collapse and block falling are easy to occur on the bias side of the tunnel face, the surrounding rock is classified into IV and V grades, and the stability of the unsupported tunnel face is evaluated to be stable, namely C-1 grade;
step three, according to the evaluation and classification results of the tunnel face stability:
for IV-grade surrounding rock, adopting a phi 42 small guide pipe with the length larger than 6m to carry out advance support, properly encrypting the circumferential distance of the advance support at the bias side, carrying out local concrete spraying sealing on the face, evaluating the stability of the face again, and continuing to implement the step if the face does not meet the requirement until the face is stable;
for the V-level surrounding rock, adopting a phi 60 pipe shed with the length of 9-15 m to carry out advance support, properly encrypting the circumferential distance of the advance support at the bias side, carrying out local concrete spraying sealing on the tunnel face, evaluating the stability of the tunnel face again, and continuing to implement the step if the tunnel face is not satisfied until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 7
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is bedding bias soft rock, collapse, block falling and local deformation are easy to occur on the bias side of the tunnel face, the surrounding rock is classified into IV and V grades, and the stability of the non-support tunnel face is evaluated to be relatively stable, namely C-2 grade;
step three, according to the evaluation and classification results of the tunnel face stability:
for IV-grade surrounding rock, adopting a phi 42 small guide pipe with the length larger than 6m to carry out advance support, properly encrypting the circumferential distance of the advance support at the bias side, carrying out local concrete spraying and sealing on the face of the tunnel, locally arranging a fiber anchor rod, evaluating the stability of the face of the tunnel again, and continuing to carry out the step if the face of the tunnel is not stable until the face of the tunnel is stable;
for the V-level surrounding rock, adopting a phi 60 middle pipe shed with the length of 9-15 m to carry out advance support, properly encrypting the circumferential distance of the advance support at the bias side, carrying out local concrete spraying and sealing on the tunnel face, locally arranging a fiber anchor rod, evaluating the stability of the tunnel face again, and continuing to carry out the step if the tunnel face is not satisfied until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 8
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is bedding bias soft rock, collapse, block falling and large change are easy to occur on the bias side of the tunnel face, the surrounding rock is classified into IV and V grades, and the stability of the unsupported tunnel face is evaluated to be more stable and unstable, namely C-3 grade;
step three, according to the evaluation and classification results of the tunnel face stability:
for IV-grade surrounding rock, adopting a phi 42 small conduit with the length of more than 6m to carry out advance support, properly encrypting the circumferential distance of the advance support by a bias side, carrying out local concrete spraying sealing and local arrangement of a fiber anchor rod on a relatively stable tunnel face, carrying out concrete spraying sealing on an unstable tunnel face and arranging the fiber anchor rod on an upper section/full section, evaluating the stability of the tunnel face again, and continuing to carry out the step if the stability of the tunnel face is not met until the tunnel face is stable;
for the V-level surrounding rock, adopting a phi 76 middle pipe shed with the length of 9-15 m to carry out advance support, properly encrypting the circumferential distance of the advance support by a bias side, carrying out local concrete spraying sealing on a relatively stable tunnel face and locally arranging a fiber anchor rod, carrying out concrete spraying sealing on an unstable tunnel face and arranging the fiber anchor rod on an upper section/full section, evaluating the stability of the tunnel face again, and continuing to implement the step if the stability of the tunnel face is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 9
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is bedding bias soft rock, collapse, block falling and large deformation are easy to occur on the bias side of the tunnel face, the surrounding rock is classified into IV and V grades, and the stability of the unsupported tunnel face is evaluated to be more stable to be unstable, namely C-4 grade;
step three, according to the evaluation and classification results of the tunnel face stability:
for IV-grade surrounding rock, adopting a phi 42 small conduit with the length of more than 6m to carry out advance support, properly encrypting the circumferential distance of the advance support by a bias side, carrying out local concrete spraying sealing and local arrangement of a fiber anchor rod on a relatively stable tunnel face, carrying out concrete spraying sealing on an unstable tunnel face and arranging the fiber anchor rod on an upper section/full section, evaluating the stability of the tunnel face again, and continuing to carry out the step if the stability of the tunnel face is not met until the tunnel face is stable;
for the V-level surrounding rock, adopting a phi 76 middle pipe shed with the length of 9-15 m to carry out advance support, properly encrypting the circumferential distance of the advance support by a bias side, carrying out local concrete spraying sealing on a relatively stable tunnel face and locally arranging a fiber anchor rod, carrying out concrete spraying sealing on an unstable tunnel face and arranging the fiber anchor rod on an upper section/full section, evaluating the stability of the tunnel face again, and continuing to implement the step if the stability of the tunnel face is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 10
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, a tunnel face in the full section range of the tunnel is a waterless structural broken zone, collapse and block falling occur on the tunnel face, the surrounding rock is classified into grade V, and the stability of the unsupported tunnel face is evaluated to be unstable, namely D-1 type;
thirdly, according to the evaluation and classification results of the tunnel face stability, adopting a phi 108 large pipe shed with the length larger than 20m to carry out advanced support, carrying out concrete spraying and grouting consolidation on the face, evaluating the face stability again, and continuing to carry out the step if the face stability is not met until the face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 11
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is a water-rich structural broken zone, the tunnel face collapses, falls into blocks, protrudes, bursts water and mud, the surrounding rock is classified into grade V, and the stability of the unsupported tunnel face is evaluated as unstable, namely D-2;
thirdly, according to the evaluation and classification results of the stability of the tunnel face, adopting a phi 108 large pipe shed with the length larger than 20m to carry out advanced support, carrying out concrete spraying sealing and full-section curtain grouting consolidation on the tunnel face, evaluating the stability of the tunnel face again, and continuing to carry out the step if the stability of the tunnel face is not met until the tunnel face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
Example 12
The difference between the full-circle excavation method suitable for the IV-V grade surrounding rock of the large-section tunnel and the embodiment 1 is that the full-circle excavation method comprises the following steps:
step two, according to the result of advance geological prediction, the tunnel face in the full section range of the tunnel is karst strongly developed limestone, the tunnel face has falling blocks, water inrush and mud inrush, surrounding rocks are classified into IV and V grades, and the tunnel face is unstable when the non-support tunnel face meets a karst cave, namely E grade;
thirdly, according to the evaluation and classification results of the stability of the tunnel face, adopting a phi 89 large pipe shed with the length larger than 20m to carry out advanced support, carrying out concrete spraying on the face by IV-grade and V-grade surrounding rocks to seal the face, evaluating the stability of the face again, and continuing to carry out the step if the stability of the face is not met until the face is stable;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drill jumbo, then carrying out one-time initiation with an inverted arch, and blasting the face into an inclined plane with a certain gradient or a spherical curved surface with a certain curvature during each cycle of excavation in order to enhance the stability of the face;
and then carrying out subsequent steps.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (3)
1. A full-circle excavation method suitable for IV-V level surrounding rocks of a large-section tunnel is characterized by comprising the following steps:
firstly, performing advanced geological prediction by adopting one or more of a geological sketch method, a geophysical prospecting method, an advanced drilling method or drill jumbo MWD geological borehole cloud picture prediction;
evaluating the stability of the tunnel face within the full section range of the tunnel according to the result of the advance geological prediction, and classifying the stability of the tunnel face into A-E types, wherein:
class A includes A-1 instabilities;
b includes that B-1 is more stable, B-2 is more stable, B-3 is unstable and B-4 is unstable;
class C includes C-1 stable, C-2 stable, C-3 stable to unstable, C-4 stable to unstable;
class D includes D-1 instability, D-2 instability;
class E, palm face instability in solution cavity;
step three, determining whether advance support and tunnel face reinforcement are needed or not according to the evaluation and classification results of tunnel face stability, and if the advance support and the tunnel face reinforcement are needed, adopting corresponding specific measures according to the categories of tunnel faces A-E;
fourthly, after the face is stabilized in the third step, carrying out blast hole drilling and charging in the full-section range of the face by adopting a drilling jumbo, and then carrying out one-time initiation with an inverted arch;
fifthly, ventilating the area near the tunnel face, carrying out dangerous stone removal and underdigging treatment on the tunnel face and the just blasted area by using an excavator, and discharging the slag by using a slag transport vehicle;
step six, performing geological sketch on the tunnel face subjected to the excavation cycle excavation, immediately judging the stability of the excavation cycle tunnel face, applying primary support subjected to the excavation cycle excavation, wherein the primary support adopts a wet-spraying mechanical arm to perform primary concrete spraying, the concrete label is at least C30, the sprayed concrete is concrete with higher early strength, the strength in one day is at least 15MPa, and the tunnel face is sealed at the same time;
seventhly, performing system anchor rod construction on the excavation circulation, wherein a low-prestress hollow grouting anchor rod with a mechanical shell expansion head is adopted in the arch part range of the tunnel, and a mortar anchor rod is adopted in the side wall range of the tunnel;
step eight, welding a plurality of sleeves at intervals in the circumferential direction for each steel frame when the steel frames are prefabricated, erecting and installing the prefabricated steel frames by adopting an arch frame installation trolley, fastening nodes of circumferential units, inserting U-shaped steel bars into the corresponding sleeves on two adjacent steel frames, longitudinally connecting all the steel frames along a tunnel, enhancing the longitudinal stability of the steel frames, and then spraying concrete again to the designed thickness;
step nine, after lagging behind this excavation cycle for a distance, adopt the inverted arch area of the backfill of the hole ballast as the construction platform, and as the work platform of the next excavation cycle drill jumbo, after this step of this excavation cycle finishes, carry on the next excavation cycle process operation;
tenthly, in order to not interfere the operation of the next excavation cycle, clearing backfill hole slag at a distance behind the working platform of the next excavation cycle drill jumbo in the step nine, adopting a movable inverted arch trestle to pour concrete or reinforced concrete of an inverted arch and a side wall foundation, and pouring inverted arch filling concrete to a design height after the concrete of the inverted arch and the side wall foundation is initially set;
step eleven, laying geotextiles and waterproof boards and binding arch wall lining reinforcing steel bars by using waterproof board laying and reinforcing steel bar binding trolleys;
and step twelve, pouring and maintaining the arch wall lining by using the lining trolley.
2. The excavation method of claim 1, wherein after the third step is performed, the stability of the working surface is again evaluated, and if the stability is not satisfied, the third step is continued until the working surface is stabilized.
3. The excavation method of claim 1, wherein in the fourth step, the tunnel face is blasted to a slope with a certain gradient or a spherical curved surface with a certain curvature during each excavation cycle.
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| CN110067564A (en) * | 2019-04-19 | 2019-07-30 | 中铁五局集团成都工程有限责任公司 | A kind of soft rock large cross-section tunnel big machinery melts cut construction method |
| CN110210069B (en) * | 2019-05-09 | 2023-04-18 | 西南交通大学 | Tunnel advanced support system design method and tunnel advanced support design method |
| CN110617069B (en) * | 2019-09-24 | 2021-11-30 | 中铁隧道集团三处有限公司 | Full-circle excavation construction method |
| CN111553000A (en) * | 2020-03-23 | 2020-08-18 | 西南交通大学 | Intelligent construction method of tunnel by drilling and blasting method |
| CN111396095B (en) * | 2020-04-21 | 2024-05-24 | 中铁二院工程集团有限责任公司 | Tunnel simple arch open cut tunnel structure penetrating through huge karst cave and construction method thereof |
| CN111963202A (en) * | 2020-07-03 | 2020-11-20 | 铜陵有色金属集团股份有限公司 | Wet concrete spraying process for non-coal underground mine |
| CN111912307B (en) * | 2020-07-23 | 2022-09-09 | 中交上海航道局有限公司 | Blasting excavation method for V-level surrounding rock large-section granite tunnel |
| CN113266372B (en) * | 2021-06-16 | 2021-11-30 | 交通运输部公路科学研究所 | Construction method for soft rock super-large section tunnel step in karst cave development stratum |
| CN113719296A (en) * | 2021-08-16 | 2021-11-30 | 北京市市政一建设工程有限责任公司 | Vibration reduction drilling and blasting construction process |
| CN114991781A (en) * | 2022-06-23 | 2022-09-02 | 中铁九局集团第三建设有限公司 | Tunnel excavation construction method suitable for IV-level and V-level surrounding rocks |
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| CN103513293B (en) * | 2013-10-12 | 2016-04-13 | 广西大学 | Tunnel geology synthetical forecast expert system and its implementation |
| CN103698817B (en) * | 2013-12-27 | 2016-10-26 | 上海川海信息科技有限公司 | Underground chamber face fast and safely Forecasting Methodology based on image |
| CN104790978B (en) * | 2015-03-10 | 2017-03-08 | 中铁九局集团有限公司 | The tunnel ring-shaped base tunnel construction method of small interval crossings on different level |
| CN107526098A (en) * | 2017-10-19 | 2017-12-29 | 云南省水利水电勘测设计研究院 | A kind of construction method for carrying out advance geologic prediction |
| CN108266193A (en) * | 2018-03-12 | 2018-07-10 | 中铁十二局集团有限公司 | IVth, the construction method in V grade of weak surrounding rock tunneling boring tunnel |
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