CN112664206A - Milling, excavating and excavating method for soft and weak cladding shallow-buried large-section tunnel - Google Patents
Milling, excavating and excavating method for soft and weak cladding shallow-buried large-section tunnel Download PDFInfo
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Abstract
The invention discloses a milling excavation method for a soft and weak coating shallow-buried large-section tunnel, which comprises the following steps of: s1, performing advance support on a rock mass on the right side wall of the upper pilot tunnel; s2, excavating a rock mass on the right side wall of the upper pilot tunnel, constructing a primary support I on the right side of the upper pilot tunnel, constructing a section A middle wall temporary support on the left side of the upper pilot tunnel, and constructing a forepoling; s3, excavating rock masses at the two parts of the right side wall of the lower pilot tunnel, and performing temporary support on the middle wall of the section B; s4, excavating three rock masses of the right side wall of the lower pilot tunnel and four rock masses of the right side wall of the lower pilot tunnel, and constructing a primary support II; s5, performing advance support on five rock masses on the left side wall of the upper pilot tunnel; s6, excavating five rock masses on the left side wall of the upper pilot tunnel, and applying a primary support III and a forepoling to the left side of the upper pilot tunnel; s7, excavating six rock masses on the left side wall of the lower guide pit, and applying a primary support IV on the left side of the lower guide pit; s8, excavating seven rock masses on the left side wall of the lower guide pit, and applying a primary support V to the lower side of the rock masses; and S9, dismantling the temporary steel frame and the temporary support, and pouring an inverted arch and a secondary lining.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a milling excavation method for a soft and weak coating shallow-buried large-section tunnel.
Background
In recent years, tunnels for crossing the river develop rapidly at home and abroad. Due to the fact that the width of the tunnel crossing is limited, the mode of shallow-buried small-clear-distance tunnels is needed in consideration of saving urban land resources, conveniently connecting existing roads on two banks and effectively preventing water. Common construction methods of the river-crossing tunnel comprise a shield method, a immersed tube method, a mine method and the like, and the shield method is not economical in consideration of short mileage of the river-crossing tunnel; the immersed tube method affects shipping and is greatly affected by seasons, so that the mining method is more environment-friendly, economical and reasonable in excavation. The small clear distance river-crossing tunnel generally has the following characteristics: (1) the thickness of a covering layer on the top of the underwater tunnel is small; (2) the grade difference of the surrounding rocks; (3) formation water-rich; (4) the clear distance of the tunnel is small. The traditional mining method has great disturbance to surrounding rocks during excavation, is not beneficial to the excavation of underwater weak stratum tunnels, can greatly reduce the disturbance to the surrounding rocks during the excavation by adopting a milling and excavating machine, and is suitable for the excavation of the tunnels. However, the excavation of the milling and excavating machine is greatly different from the excavation of the traditional mine method, and at present, no construction method specially aiming at the excavation of the tunnel by using the milling and excavating machine exists.
Disclosure of Invention
The invention provides a milling excavation method for a weak cladding shallow-buried large-section tunnel, which aims to solve the technical problems that the traditional construction method is not suitable for a shallow-buried small-clear-distance tunnel, disturbance effect is easy to generate in the tunnel excavation process, surrounding rock deformation is caused, and construction safety cannot be guaranteed.
The technical scheme adopted by the invention is as follows:
the utility model provides a soft cladding shallow buries big section tunnel and mills excavation method, utilize middle wall temporary support to divide into right pilot tunnel and left pilot tunnel with the tunnel cross section, middle wall temporary support includes the section A middle wall temporary support that is in the upper portion and the section B middle wall temporary support that is in the lower part, divide into upper pilot tunnel right side wall rock mass and lower pilot tunnel right side wall rock mass with right pilot tunnel according to from top to bottom, lower pilot tunnel right side wall rock mass portion includes lower pilot tunnel right side wall second rock mass, lower pilot tunnel right side wall third rock mass and lower pilot tunnel right side wall fourth rock mass in proper order from a left side to the right side along transversely, divide into upper pilot tunnel left side wall five rock masses and lower pilot tunnel left side wall rock mass with left pilot tunnel, lower pilot tunnel left side wall rock mass includes lower pilot tunnel left side wall six rock masses and lower pilot tunnel left side wall seven rock masses along transversely from a left side to the right side, the method comprises the following steps:
s1, performing advance support on a rock mass on the right side wall of the upper pilot tunnel;
s2, excavating a rock mass on the right side wall of the upper pilot tunnel, applying primary support I to the right side of the rock mass on the right side wall of the upper pilot tunnel, applying A-section middle wall temporary support to the left side of the rock mass on the right side wall of the upper pilot tunnel, and applying advanced support to a rock mass on the second side wall of the lower pilot tunnel, a rock mass on the third side wall of the lower pilot tunnel and a rock mass on the fourth side wall of the lower pilot tunnel;
s3, excavating rock masses of the second part of the right side wall of the lower pilot tunnel, and performing B-section middle wall temporary support on the rock masses of the second part of the right side wall of the lower pilot tunnel;
s4, excavating three rock masses of the right side wall of the lower pilot tunnel and four rock masses of the right side wall of the lower pilot tunnel, applying a primary support II, and completing primary support sealing and looping of the side wall of the right pilot tunnel;
s5, performing advance support on five rock masses on the left side wall of the upper pilot tunnel;
s6, excavating five rock masses on the left side wall of the upper pilot tunnel, applying a primary support III to the left side of the five rock masses on the left side wall of the upper pilot tunnel, and applying a forepoling to six rock masses on the left side wall of the lower pilot tunnel and seven rock masses on the left side wall of the lower pilot tunnel;
s7, excavating six rock masses on the left side wall of the lower pilot tunnel, and applying a primary support IV to the left side of the six rock masses on the left side wall of the lower pilot tunnel;
s8, excavating seven rock masses on the left side wall of the lower pilot tunnel, and applying a primary support V to the lower side of the seven rock masses on the left side wall of the lower pilot tunnel to complete primary support sealing and looping of the left pilot tunnel side wall;
and S9, circulating step S1, wherein the difference of excavation footage distance between the left side and the right side is at least one roof truss S8, dismantling the temporary steel frame and the temporary support until all excavation is finished, and pouring an inverted arch and a secondary lining.
And further, except that the two rock masses on the right side wall of the lower pilot tunnel are excavated by adopting an excavator, the other rock masses are excavated by adopting a milling and excavating machine.
Furthermore, the excavation footage of one rock mass of the right side wall of the upper pilot tunnel is one truss, two trusses of the one rock mass of the right side wall of the upper pilot tunnel are excavated and then transferred to the two rock masses of the right side wall of the lower pilot tunnel for excavation, the excavation footage is two trusses, temporary middle wall support of the B section is performed, broken stones are backfilled, the three rock masses of the right side wall of the lower pilot tunnel and the four rock masses of the right side wall of the lower pilot tunnel are excavated, the excavation footage is two trusses, initial support II is performed, and the broken stones are backfilled.
Further, the concrete steps of excavating the three rock masses of the right side wall of the lower pilot tunnel and the four rock masses of the right side wall of the lower pilot tunnel comprise:
s41, excavating four rock masses on the right side wall of the lower pilot tunnel, performing primary support on the right side of the four rock masses on the right side wall of the lower pilot tunnel, and backfilling broken stones;
and S42, excavating three rock masses on the right side wall of the lower pilot tunnel, performing primary support on the lower sides of the three rock masses on the right side wall of the lower pilot tunnel, and backfilling broken stones.
Further, the distance L5 between the excavation surface of the second rock mass on the right side wall of the lower pilot tunnel and the top end of the excavation surface of the third rock mass on the right side wall of the lower pilot tunnel in the depth direction is 1-1.5 m; the height of the backfilled macadam is more than or equal to 0.7 m.
Furthermore, the excavation surfaces of the three rock masses on the right side wall of the lower pilot tunnel are inclined slopes, and the inclination angle i1 of the excavation surfaces of the three rock masses on the right side wall of the lower pilot tunnel is not more than 16 degrees; and/or the transverse width L1 of the rock mass at the right side wall 3 part of the guide pit is 3.2-4 m.
Furthermore, the depth direction distance L3 between the excavation surface of the rock mass at the first right side wall of the upper pilot tunnel and the excavation surface of the rock mass at the second right side wall of the lower pilot tunnel is 16-20 m; and/or the depth direction distance L4 between the excavation surface of the 4 rock mass on the right side wall of the pilot tunnel and the top end of the excavation surface of the three rock masses on the right side wall of the lower pilot tunnel is 18-22 m.
Further, the excavation footage of the five rock masses on the left side wall of the upper pilot tunnel is one, two footings of the five rock masses on the left side wall of the upper pilot tunnel are excavated and then transferred to the six rock masses on the left side wall of the lower pilot tunnel for excavation, the excavation footage is two footings, an initial support IV is applied, gravel is backfilled, the excavation footage is transferred to the seven rock masses on the left side wall of the lower pilot tunnel for excavation, the excavation footage is two footings, an initial support V is applied, and gravel is backfilled.
Furthermore, the seven rock masses on the left side wall of the lower pilot tunnel are inclined slopes on the excavation surface, and the inclination angle i2 of the seven rock masses on the left side wall of the lower pilot tunnel is not more than 16 degrees; and/or the transverse width L2 of the rock mass at the left side wall 7 part of the guide pit is 3.2-5 m.
Furthermore, the depth direction distance L7 between the excavation surface of the five rock masses on the left side wall of the upper pilot tunnel and the top end of the excavation surface of the seven rock masses on the left side wall of the lower pilot tunnel is 16-20 m; and/or the depth direction distance L8 between the excavation surface of the 6 rock mass on the left side wall of the pilot tunnel and the top end of the excavation surface of the seven rock mass on the left side wall of the lower pilot tunnel is 18-22 m.
Furthermore, the advanced support adopts an advanced small conduit grouting and a pipe shed, wherein the grouting small conduit L is 3-4.5 m, and the pipe shed L is 3-6 m; the primary supports I, III, IV, V and II all adopt steel arches, shotcrete and mortar anchor rods, and the mortar anchor rods L are 3.5-4.5 m; the temporary support of the middle wall adopts a temporary steel arch frame, a reinforcing mesh, sprayed concrete, a small advanced conduit and a mortar anchor rod, wherein the small advanced conduit L is 3-4.5 m, and the mortar anchor rod L is 3.5-4.5 m.
Further, the depth direction safety distance L6 between the right guide pit and the left guide pit is 3 m-5 m; the depth direction distance L10 between the inverted arch construction position and the six rock mass excavation surfaces on the left side wall of the lower guide pit is 16-18 m; the depth direction distance L11 between the secondary lining construction site and the inverted arch construction site is 8-12 m.
The invention has the following beneficial effects:
the invention discloses a milling excavation method for a soft and weak coating shallow-buried large-section tunnel, which is suitable for a tunnel excavation method with small clear distance, large section or super-large section, poor surrounding rock conditions and high requirement on surrounding rock deformation control, combines the construction processes of a CD method, a CRD method and a double-side-wall pit guiding method, improves the construction process on the basis of the CD method, decomposes the tunnel section into 7 construction parts, and sequentially implements the construction parts in sequence, adopts an excavation method in the whole tunnel process, does not perform blasting, is assisted by means of advanced support, primary support and the like, reduces the disturbance effect of the excavated tunnel, and reduces the deformation of the surrounding rock after excavation.
The milling, excavating and excavating method for the soft and weak cladding shallow-buried large-section tunnel follows the principle of less disturbance, quick consolidation, frequent measurement and early sealing, and takes the stabilization and reinforcement of the middle rock-sandwiched pillar as the key point of construction. Compared with the prior construction method, the method has the following advantages: compared with a double-side-wall pit guiding method and a CRD method, the method can reduce supports such as temporary supports and the like, and save expenses; compared with a CD method, the method can reduce the disturbance of tunnel excavation to the surrounding rock, can strictly control the deformation of the surrounding rock and ensure the construction safety.
In addition to the objects, features and advantages described above, other objects, features and advantages of the present invention are also provided. The present invention will be described in further detail below with reference to the accompanying drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic diagram of a milling and excavating method for a soft and weak cladding shallow-buried large-section tunnel according to a preferred embodiment of the invention; and
fig. 2 is a cross-sectional view of fig. 1 of a preferred embodiment of the present invention.
The reference numbers illustrate:
1. a rock mass on the right side wall of the upper pilot tunnel; 2. a second rock mass on the right side wall of the lower pilot tunnel; 3. three rock masses on the right side wall of the lower pilot tunnel; 4. four rock masses on the right side wall of the lower pilot tunnel; 5. five rock masses on the left side wall of the upper pilot tunnel; 6. six rock masses on the left side wall of the lower pilot tunnel; 7. seven rock masses on the left side wall of the lower pilot tunnel.
Detailed Description
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
FIG. 1 is a schematic diagram of a milling and excavating method for a soft and weak cladding shallow-buried large-section tunnel according to a preferred embodiment of the invention; fig. 2 is a cross-sectional view of fig. 1 of a preferred embodiment of the present invention.
As shown in fig. 1 and fig. 2, in the milling excavation method of the soft and weak cladding shallow-buried large-section tunnel of the embodiment, the cross section of the tunnel is divided into a right pilot tunnel and a left pilot tunnel by using a middle wall temporary support, the middle wall temporary support comprises an upper section a middle wall temporary support and a lower section B middle wall temporary support, the right pilot tunnel is divided into an upper pilot tunnel right side wall rock mass 1 and a lower pilot tunnel right side wall rock mass from top to bottom, the lower pilot tunnel right side wall rock mass sequentially comprises a lower pilot tunnel right side wall rock mass 2 from left to right in the transverse direction, three rock masses 3 of pit right side wall and pit right side wall four rock masses 4 down divide into five rock masses 5 of pit left side wall and pit left side wall rock mass down with left pit according to from top to bottom, and pit left side wall rock mass down includes six rock masses 6 of pit left side wall and seven rock masses 7 of pit left side wall down from a left side to the right along transversely, includes following step:
s1, performing advance support on a rock mass 1 on the right side wall of the upper pilot tunnel;
s2, excavating a rock mass 1 on the right side wall of the upper pilot tunnel, applying a primary support I to the right side of the rock mass 1 on the right side wall of the upper pilot tunnel, applying a middle wall temporary support in section A to the left side of the rock mass 1 on the right side wall of the upper pilot tunnel, and applying advance supports to a rock mass 2 on the second side wall of the lower pilot tunnel, a rock mass 3 on the third side wall of the lower pilot tunnel and a rock mass 4 on the fourth side wall of the lower pilot tunnel;
s3, excavating the second rock mass 2 on the right side wall of the lower pilot tunnel, and performing B-section middle wall temporary support on the second rock mass 2 on the right side wall of the lower pilot tunnel;
s4, excavating three rock masses 3 and 4 on the right side wall of the lower pilot tunnel, and applying a primary support II to complete the primary support of the right pilot tunnel side wall to form a closed ring;
s5, performing advance support on the five rock masses 5 on the left side wall of the upper pilot tunnel;
s6, excavating five rock masses 5 on the left side wall of the upper pilot tunnel, applying primary supports III on the left side of the five rock masses 5 on the left side wall of the upper pilot tunnel, and applying advanced supports on six rock masses 6 on the left side wall of the lower pilot tunnel and seven rock masses 7 on the left side wall of the lower pilot tunnel;
s7, excavating six rock masses 6 on the left side wall of the lower pilot tunnel, and applying a primary support IV to the left side of the six rock masses 6 on the left side wall of the lower pilot tunnel;
s8, excavating seven rock masses 7 on the left side wall of the lower pilot tunnel, and applying a primary support V to the lower side of the seven rock masses 7 on the left side wall of the lower pilot tunnel to complete primary support sealing and looping of the left pilot tunnel side wall;
s9, the steps S1 to S8 are repeated until all the excavation is finished, the temporary steel frames and the temporary supports are dismantled, and inverted arches and secondary linings are poured.
The invention discloses a milling excavation method for a soft and weak coating shallow-buried large-section tunnel, which is suitable for a tunnel excavation method with small clear distance, large section or super-large section, poor surrounding rock conditions and high requirement on surrounding rock deformation control, combines the construction processes of a CD method, a CRD method and a double-side-wall pit guiding method, improves the construction process on the basis of the CD method, decomposes the tunnel section into 7 construction parts, and sequentially implements the construction parts in sequence, adopts an excavation method in the whole tunnel process, does not perform blasting, is assisted by means of advanced support, primary support and the like, reduces the disturbance effect of the excavated tunnel, and reduces the deformation of the surrounding rock after excavation.
The milling, excavating and excavating method for the soft and weak cladding shallow-buried large-section tunnel follows the principle of less disturbance, quick consolidation, frequent measurement and early sealing, and takes the stabilization and reinforcement of the middle rock-sandwiched pillar as the key point of construction. Compared with the prior construction method, the method has the following advantages: compared with a double-side-wall pit guiding method and a CRD method, the method can reduce supports such as temporary supports and the like, and save expenses; compared with a CD method, the method can reduce the disturbance of tunnel excavation to the surrounding rock, can strictly control the deformation of the surrounding rock and ensure the construction safety.
The method for milling, excavating and excavating the weak coating shallow-buried large-section tunnel has two main purposes of dividing the tunnel into 7 parts, wherein one purpose is as follows: the method has the advantages that the volume of each excavation is reduced, and the excavation time of each part is shortened, so that the exposure time of an excavation surface is shortened. However, compared with the conventional CD method for excavating the whole of the right-side wall rock mass of the lower pilot tunnel, the time for excavating the right-side wall second rock mass 2 of the lower pilot tunnel of the present invention is certainly saved by a large amount of time, which means that the exposure time of the excavation surface on the left side of the right-side wall second rock mass 2 of the lower pilot tunnel is shortened, for example, when only the excavation amount is considered, the whole excavation time of the right-side wall rock mass of the lower pilot tunnel is h, and the time for excavating the right-side wall second rock mass 2 of the lower pilot tunnel alone is only about 1/3h, so the exposure time of the excavation surface on the left side of the right-side wall second rock mass 2 of the lower pilot. In addition, if the rock mass on the right side wall of the lower pilot tunnel is integrally excavated, the excavated surfaces on the two sides are simultaneously exposed, so that the risk is high, however, the soft and weak coating shallow-buried large-section tunnel milling excavation method only exposes one excavated surface each time, and the unearthed part can serve as core soil, so that the tunnel inverted arch uplift is reduced. In addition, after the whole body of the rock mass on the right side wall of the lower pilot tunnel is excavated, the middle wall temporary support, the primary support or the advance support which is applied by the rock mass 1 on the right side wall of the upper pilot tunnel is in a suspended state and lacks a supporting point, so that the middle wall temporary support and the primary support II of the rock mass on the right side wall of the lower pilot tunnel are required to be completed as soon as possible.
In this embodiment, except that the two rock masses 2 on the right side wall of the lower pilot tunnel are excavated by adopting an excavator, the other rock masses are excavated by adopting a milling and excavating machine. The method for milling and excavating the large-section tunnel with the soft and weak coating and shallow burying is characterized in that a CD method, a CRD method and a double-side-wall pit guiding method are combined according to the characteristics of a small-clear-distance river-crossing tunnel and the milling and excavating machine, the traditional mining method process is improved, and the method is a river-crossing tunnel construction method which is efficient in supporting, strictly controls deformation, ensures construction safety and is suitable for the milling and excavating machine. Moreover, the two rock masses 2 on the right side wall of the lower pilot tunnel are excavated by adopting an excavator independently, the aim is to complete the support of the left excavation surface of the two rock masses 2 on the right side wall of the lower pilot tunnel as early as possible, the smaller the two rock masses 2 on the right side wall of the lower pilot tunnel is, the better the rock masses are, but the rock masses have to consider the mechanical construction operation space, and the milling excavator adopted based on the project is too large and is not suitable for excavating the two rock masses 2 on the right side wall of the lower pilot tunnel; in addition, because the size of the section of the tunnel is limited, the space of the second rock mass 2 of the right side wall of the lower pilot tunnel is not large after the size of the excavation of the three rock masses 3 and the four rock masses 4 of the right side wall of the lower pilot tunnel is met, so that an excavator with smaller volume is adopted to excavate
In the embodiment, the excavation footage of one rock mass 1 of the right side wall of the upper pilot tunnel is one truss, two trusses of the one rock mass 1 of the right side wall of the upper pilot tunnel are excavated and then transferred to the two rock masses 2 of the right side wall of the lower pilot tunnel to be excavated, the excavation footage is two trusses, the temporary middle wall support in the section B is applied, the broken stones are backfilled, the three rock masses 3 of the right side wall of the lower pilot tunnel and the four rock masses 4 of the right side wall of the lower pilot tunnel are excavated, the excavation footage is two trusses, the initial support II is applied, and the broken stones are backfilled. The excavation of the second rock mass 2 of the right side wall of the lower pilot tunnel needs to be advanced from the third rock mass 3 of the right side wall of the lower pilot tunnel and the fourth rock mass 4 of the right side wall of the lower pilot tunnel, and the distance is one excavation footage, namely two trusses. The excavation is carried out by taking a truss as a unit, and the space between trusses is twice that between H-shaped steel. The I-shaped steel is a lining support.
In this embodiment, the concrete steps of excavating the three rock masses 3 of the right side wall of the lower pilot tunnel and the four rock masses 4 of the right side wall of the lower pilot tunnel include:
s41, excavating four rock masses 4 on the right side wall of the lower pilot tunnel, performing primary support on the right side of the four rock masses 4 on the right side wall of the lower pilot tunnel, and backfilling broken stones;
s42, excavating the three rock masses 3 on the right side wall of the lower pilot tunnel, performing primary support on the lower sides of the three rock masses 3 on the right side wall of the lower pilot tunnel, and backfilling broken stones.
In the construction method, the concrete steps of excavating the three rock masses 3 on the right side wall of the lower pilot pit and the four rock masses 4 on the right side wall of the lower pilot pit can be divided into two parts, the four rock masses 4 on the right side wall of the lower pilot pit are firstly excavated, the initial support on the right side of the lower pilot pit is immediately constructed after excavation, the broken stones are backfilled, the three rock masses 3 on the right side wall of the lower pilot pit are excavated, the initial support on the lower side of the lower pilot pit is immediately constructed after excavation, the broken stones are backfilled, and the initial support sealing and looping of the side wall. The two parts are divided into two parts, and the characteristics of the construction operation of the milling and excavating machine are mainly considered, and an inclined broken surface is required to be arranged to meet the driving requirement of the milling and excavating machine, so that the three rock bodies 3 on the right side wall of the pilot tunnel in the middle part are arranged to be inclined slope surfaces, the situation that the excavation surface is adjacent to the inclined slope surfaces can be avoided, and the tunnel surrounding rock deformation caused by overlong exposure time of the excavation surface is avoided. Preferably, the excavation surface of the three rock masses 3 on the right side wall of the lower pilot tunnel is an inclined slope, and the inclination angle i1 of the excavation surface of the three rock masses 3 on the right side wall of the lower pilot tunnel is not more than 16 degrees.
The method for milling, excavating and excavating the soft and weak coating shallow-buried large-section tunnel is based on the fact that a milling and excavating machine required by a project is large in volume and weight, a common construction method is not suitable, the project must be specific to a mechanical matched construction method with large volume and weight, the stratum of the project of the river-crossing tunnel is the strongly weathered and moderately weathered argillaceous siltstone, the power of the common milling and excavating machine is too low to meet the excavation requirement, therefore, the milling and excavating machine with larger power is adopted, but the large-power milling and excavating machine in the current market is large in volume, the project of the invention adopts an STR260 milling and excavating machine, the mechanical length is about 16m, the width is 3.2m, the height is 4.5m, the weight is 100t, the excavation surface of three rock masses 3 on the right side wall of a lower pilot tunnel is an inclined plane, the length of the lower pilot tunnel is related to the running gradient requirement of the milling and excavating machine, and the running gradient requirement of, therefore, the slope length is long, the common tunnel steel frame underpass cannot be met, a long slope must be independently arranged, if three rock masses 3 on the right side wall of the lower pilot tunnel are cancelled, one side excavation face is adjacent to the slope, if the slope is close to the excavation face, initial support or temporary support of the part of excavation face is difficult to achieve, the excavation face is exposed for a long time, and therefore surrounding rock deformation is increased, which is contrary to the initial intention of the invention, and therefore the rock mass on the right side wall of the lower pilot tunnel is divided into 3 parts; the rock mass of the left side wall of the lower pilot tunnel is only divided into two parts, and the fact that when seven rock masses 7 of the left side wall of the lower pilot tunnel are excavated, the temporary support of the middle wall of the section B on the right side of the rock mass is already built, and an excavation surface is not exposed is considered, so that the seven rock masses 7 of the left side wall of the lower pilot tunnel are directly used as a traveling slope of a milling and excavating machine.
As shown in fig. 2, in the embodiment, the depth direction distance L5 between the excavation surface of the second rock mass 2 on the right side wall of the lower pilot tunnel and the excavation surface top end of the third rock mass 3 on the right side wall of the lower pilot tunnel is 1m to 1.5 m; the height of the backfilled macadam is more than or equal to 0.7 m.
In the present embodiment, as shown in fig. 1 and 2, the lateral width L1 of the rock mass 3 of the right side wall 3 of the pit is 3.2m to 4 m. In the construction method, the width of the milling and excavating machine, the operation space of the milling and excavating machine and the space required by excavating the pilot pits on two sides are fully considered for the 3 rock masses and the 7 rock masses, and the transverse width L1 of the 3 rock masses on the right side wall of the pilot pit is 3.2-4 m. The transverse width L2 of the rock mass at the left side wall 7 of the guide pit is 3.2-5 m.
As shown in fig. 2, in the embodiment, the depth direction distance L3 between the excavation surface of the rock mass 1 on the first right side wall of the upper pilot tunnel and the excavation surface of the rock mass 2 on the second right side wall of the lower pilot tunnel is 16m to 20 m; and/or the depth direction distance L4 between the excavation surface of the four rock masses 4 on the right side wall of the lower pilot tunnel and the top end of the excavation surface of the three rock masses 3 on the right side wall of the lower pilot tunnel is 18-22 m. And calculating the length of each step and the length of the slope according to site conditions, surrounding rock performance, construction modes, tunnel sections, excavation requirements and the like. The depth direction distance L3 between the excavation face of the rock mass 1 on the first right side wall of the upper pilot tunnel and the excavation face of the rock mass 2 on the second right side wall of the lower pilot tunnel is greater than the length of the milling and excavating machine and less than the sum of the excavation footage length of the milling and excavating machine and the rock mass 1 on the first right side wall of the upper pilot tunnel. Preferably, L3 is 16m to 20 m. The distance L4 in the depth direction between the excavation surface of the four rock masses 4 on the right side wall of the lower pilot tunnel and the top end of the excavation surface of the three rock masses 3 on the right side wall of the lower pilot tunnel is determined by the gradient, the height of the step and the height of backfilled broken stones. Preferably, L4 is 18m to 22 m.
In the embodiment, the excavation footage of the five rock masses 5 on the left side wall of the upper pilot tunnel is one truss, two trusses of the five rock masses 5 on the left side wall of the upper pilot tunnel are excavated and then transferred to the six rock masses 6 on the left side wall of the lower pilot tunnel to be excavated, the excavation footage is two trusses, an initial support IV is applied, broken stones are backfilled, the excavation footage is transferred to the seven rock masses 7 on the left side wall of the lower pilot tunnel to be excavated, two trusses of excavation footage are applied, an initial support V is applied, and broken stones are backfilled. The excavation footage of one rock mass 1 of the right side wall of the upper pilot pit and the five rock masses 5 of the left side wall of the upper pilot pit is not more than one pin, while the footage of the right side wall rock mass of the lower pilot pit and the left side wall rock mass of the lower pilot pit is not more than two pins each time, in order to ensure that the construction progress of the upper pilot pit and the lower pilot pit is consistent, the initial support is required to be completed after one pin is excavated in the upper pilot pit each time, and the support is performed after two pins are directly excavated in the lower pilot pit.
As shown in fig. 1 and fig. 2, in the present embodiment, the excavation surface of the seven rock masses 7 on the left side wall of the lower pilot tunnel is an inclined slope, and the inclination angle i2 of the excavation surface of the seven rock masses 7 on the left side wall of the lower pilot tunnel is not more than 16 °; and/or the transverse width L2 of the rock mass at the left side wall 7 part of the guide pit is 3.2-5 m. The inclined angle i2 of the excavation face of the seven rock masses 7 on the left side wall of the lower guide pit is not more than 16 degrees, the milling and excavating machine can conveniently go up and down steps, meanwhile, in order to ensure that the milling and excavating machine can safely pass through, a steel frame support can be placed on the surface of the inclined slope surface, and reinforcement treatment can be carried out on the part of soil body if necessary.
As shown in fig. 2, in the present embodiment, the depth direction distance L7 between the excavation surface of the five rock masses 5 on the left side wall of the upper pilot tunnel and the top end of the excavation surface of the seven rock masses 7 on the left side wall of the lower pilot tunnel is 16m to 20 m; and/or the depth direction distance L8 between the excavation surface of the six rock masses 6 on the left side wall of the lower guide pit and the top end of the excavation surface of the seven rock masses 7 on the left side wall of the lower guide pit is 18-22 m. And calculating the length of each step and the length of the slope according to site conditions, surrounding rock performance, construction modes, tunnel sections, excavation requirements and the like. The depth direction distance L7 between the excavation surface of the five rock masses 5 on the left side wall of the upper pilot tunnel and the top end of the excavation surface of the seven rock masses 7 on the left side wall of the lower pilot tunnel is greater than the length of the milling and excavating machine and less than the sum of the excavation footage lengths of the milling and excavating machine and the five rock masses 5 on the left side wall of the upper pilot tunnel. The distance L7 in the depth direction of the top end of the excavation face of the six rock masses 6 on the left side wall of the lower pilot tunnel and the excavation face of the seven rock masses 7 on the left side wall of the lower pilot tunnel is determined by the gradient, the height of the step and the height of the backfilled broken stones.
In the embodiment, the advanced support adopts an advanced small conduit grouting and a pipe shed, wherein the grouting small conduit L is 3-4.5 m, and the pipe shed L is 3-6 m; the primary supports I, III, IV, V and II all adopt steel arches, shotcrete and mortar anchor rods, and the mortar anchor rods L are 3.5-4.5 m; the temporary support of the middle wall adopts a temporary steel arch frame, a reinforcing mesh, sprayed concrete, a small advanced conduit and a mortar anchor rod, wherein the small advanced conduit L is 3-4.5 m, and the mortar anchor rod L is 3.5-4.5 m.
In this embodiment, the depth direction safety distance L6 between the right pit and the left pit is 3m to 5 m; the depth direction distance L10 between the inverted arch construction position and the excavation surface of the six rock masses 6 on the left side wall of the lower guide pit is 16-18 m; the depth direction distance L11 between the secondary lining construction site and the inverted arch construction site is 8-12 m.
Examples
A milling excavation method for a soft and weak coating shallow-buried large-section tunnel is characterized in that a cross section of the tunnel is divided into a right pilot tunnel and a left pilot tunnel by using a middle wall temporary support, the safe distance L6 between the right pilot tunnel and the left pilot tunnel in the depth direction is 3-5 m, the middle wall temporary support comprises a middle wall temporary support in an A section and a middle wall temporary support in a B section, the right pilot tunnel is divided into an upper pilot tunnel right side wall part rock mass 1 and a lower pilot tunnel right side wall rock mass from top to bottom, the lower pilot tunnel right side wall part rock mass sequentially comprises a lower pilot tunnel right side wall part rock mass 2 from left to right in the transverse direction, three rock masses 3 of pit right side wall and pit right side wall four rock masses 4 down divide into five rock masses 5 of pit left side wall and pit left side wall rock mass down with left pit according to from top to bottom, and pit left side wall rock mass down includes six rock masses 6 of pit left side wall and seven rock masses 7 of pit left side wall down from a left side to the right along transversely, includes following step:
s1, performing advance support on a rock mass 1 on the right side wall of the upper pilot tunnel;
s2, excavating a rock mass 1 at the first right side wall of the upper pilot tunnel by using an STR260 milling excavator, wherein the excavating depth is one, the depth direction distance L3 between the excavating surface of the rock mass at the first right side wall of the upper pilot tunnel and the excavating surface of the rock mass at the second right side wall of the lower pilot tunnel is 16-20 m, an initial support I is applied to the right side of the rock mass 1 at the first right side wall of the upper pilot tunnel, a middle wall temporary support in the section A is applied to the left side of the rock mass 1 at the first right side wall of the upper pilot tunnel, an advance support is applied to the rock mass 2 at the second right side wall of the lower pilot tunnel, a rock mass 3 at the third right side wall of the lower pilot tunnel and a rock mass 2 at the fourth right side wall of the lower pilot tunnel are excavated after the rock mass 1 at the first right side wall of the upper pilot tunnel;
s3, excavating the second rock mass 2 on the right side wall of the lower pilot tunnel by using an excavator, wherein the excavation footage is two, constructing a B-section middle wall temporary support on the second rock mass 2 on the right side wall of the lower pilot tunnel, and backfilling broken stones, wherein the height of the backfilled broken stones is more than or equal to 0.7 m;
s4, excavating four rock masses 4 on the right side wall of the lower pilot tunnel by using an STR260 milling and excavating machine, wherein the excavation depth is two, performing primary support on the right side of the four rock masses 4 on the right side wall of the lower pilot tunnel, backfilling broken stones, transferring the broken stones to the three rock masses 3 on the right side wall of the lower pilot tunnel, excavating by using an excavator, wherein the excavation footage is two, the inclination angle i1 of the excavation surface of the three rock masses 3 on the right side wall of the lower pilot tunnel is not more than 16 degrees, the transverse width L1 of the three rock masses on the right side wall of the lower pilot tunnel is 3.2-4 m, the longitudinal depth direction distance L5 between the excavation surface of the two rock masses on the right side wall of the lower pilot tunnel and the excavation surface top end of the three rock masses on the right side wall of the lower pilot tunnel is 1-1.5 m, the longitudinal depth direction distance L4 between the excavation surface of the four rock masses on the right side wall of the lower pilot tunnel and the excavation, constructing primary supports on the lower sides of three rock masses 3 on the right side wall of the lower pilot tunnel, backfilling broken stones, and completing primary support sealing and looping of the right pilot tunnel side wall;
s5, performing advance support on the five rock masses 5 on the left side wall of the upper pilot tunnel;
s6, excavating five rock masses 5 on the left side wall of the upper pilot tunnel by using an STR260 milling and excavating machine, wherein the excavation depth is one, a primary support III is applied to the left side of the five rock masses 5 on the left side wall of the upper pilot tunnel, an advance support is applied to six rock masses 6 on the left side wall of the lower pilot tunnel and seven rock masses 7 on the left side wall of the lower pilot tunnel, and the five rock masses 5 on the left side wall of the upper pilot tunnel are excavated two times and then transferred to the six rock masses 6 on the left side wall of the lower pilot tunnel to be excavated;
s7, excavating six rock masses 6 on the left side wall of the lower pilot tunnel by using an STR260 milling and excavating machine, wherein the excavation depth is two, performing primary support IV on the left side of the six rock masses 6 on the left side wall of the lower pilot tunnel, and backfilling broken stones;
s8, excavating seven rock masses 7 on the left side wall of the lower pilot tunnel by adopting an STR260 milling and excavating machine, wherein the excavation footage is two, the seven rock masses 7 on the left side wall of the lower pilot tunnel are inclined slopes on the excavation surface, and the inclination angle i2 of the excavation surface of the seven rock masses 7 on the left side wall of the lower pilot tunnel is not more than 16 degrees; the transverse width L2 of the 7 rock mass parts of the left side wall of the pilot tunnel is 3.2 m-5 m, the depth direction distance L7 between the excavation surface of the five rock mass parts of the left side wall of the upper pilot tunnel and the top end of the excavation surface of the seven rock mass parts 7 of the left side wall of the lower pilot tunnel is 16 m-20 m, the depth direction distance L8 between the excavation surface of the six rock mass parts of the left side wall of the lower pilot tunnel and the top end of the excavation surface of the seven rock mass parts 7 of the left side wall of the lower pilot tunnel is 18 m-22 m, the lower side of the seven rock mass parts 7 of the left side wall of the lower pilot tunnel is applied with an initial support V, and crushed stones are backfilled;
and S9, dismantling the temporary steel frame and the temporary support, and pouring an inverted arch and a secondary lining.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (12)
1. A milling excavation method for a soft and weak coating shallow-buried large-section tunnel is characterized in that a middle wall temporary support is utilized to divide the cross section of the tunnel into a right pilot tunnel and a left pilot tunnel, the middle wall temporary support comprises an A section middle wall temporary support at the upper part and a B section middle wall temporary support at the lower part, the right pilot tunnel is divided into an upper pilot tunnel right side wall 1 rock mass (1) and a lower pilot tunnel right side wall rock mass from top to bottom, the lower pilot tunnel right side wall rock mass sequentially comprises a lower pilot tunnel right side wall second rock mass (2), a lower pilot tunnel right side wall third rock mass (3) and a lower pilot tunnel right side wall fourth rock mass (4) from left to right in the transverse direction, the left pilot tunnel is divided into an upper pilot tunnel left side wall five rock mass (5) and a lower pilot tunnel left side wall rock mass from top to bottom, the lower pilot tunnel left side wall rock mass comprises a lower pilot tunnel left side wall six rock mass (6) and a lower pilot tunnel left side wall seven rock mass (7), the method comprises the following steps:
s1, performing advance support on a rock mass (1) on the right side wall of the upper pilot tunnel;
s2, excavating a rock mass (1) on the right side wall of the upper pilot tunnel, applying primary support I to the right side of the rock mass (1) on the right side wall of the upper pilot tunnel, applying A-section middle wall temporary support to the left side of the rock mass (1) on the right side wall of the upper pilot tunnel, and applying advance support to a rock mass (2) on the second side wall of the lower pilot tunnel, a rock mass (3) on the right side wall of the lower pilot tunnel and a rock mass (4) on the four sides of the right side wall of the lower pilot tunnel;
s3, excavating the second rock mass (2) on the right side wall of the lower pilot tunnel, and performing B-section middle wall temporary support on the second rock mass (2) on the right side wall of the lower pilot tunnel;
s4, excavating three rock masses (3) on the right side wall of the lower pilot tunnel and four rock masses (4) on the right side wall of the lower pilot tunnel, applying a primary support II, and completing primary support sealing and looping of the right pilot tunnel side wall;
s5, performing advance support on the five rock masses (5) on the left side wall of the upper pilot tunnel;
s6, excavating five rock masses (5) on the left side wall of the upper pilot tunnel, applying primary supports III on the left side of the five rock masses (5) on the left side wall of the upper pilot tunnel, and applying advanced supports on six rock masses (6) on the left side wall of the lower pilot tunnel and seven rock masses (7) on the left side wall of the lower pilot tunnel;
s7, excavating six rock masses (6) on the left side wall of the lower pilot tunnel, and applying a primary support IV on the left side of the six rock masses (6) on the left side wall of the lower pilot tunnel;
s8, excavating seven rock masses (7) on the left side wall of the lower pilot tunnel, and applying a primary support V to the lower side of the seven rock masses (7) on the left side wall of the lower pilot tunnel to complete primary support sealing and looping of the left pilot tunnel side wall;
s9, the steps S1 to S8 are repeated until all the excavation is finished, the temporary steel frames and the temporary supports are dismantled, and inverted arches and secondary linings are poured.
2. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
in the step S2, excavating a rock mass (1) on the right side wall of the upper pilot tunnel by using a milling and excavating machine;
in the step S3, excavating the rock mass (2) at the right side wall of the lower guide pit by adopting an excavator;
in the step S4, excavating three rock masses (3) on the right side wall of the lower pilot tunnel and four rock masses (4) on the right side wall of the lower pilot tunnel by using a milling and excavating machine;
step S6, excavating the five rock masses (5) on the left side wall of the upper pilot tunnel by using a milling and excavating machine;
in the step S7, excavating six rock masses (6) on the left side wall of the lower guide pit by using a milling and excavating machine;
and in the step S6, excavating the seven rock masses (7) on the left side wall of the lower guide pit by using a milling and excavating machine.
3. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
the excavation footage of one rock mass (1) of the right side wall of the upper pilot tunnel is one truss, the two trusses of the one rock mass (1) of the right side wall of the upper pilot tunnel are excavated and then transferred to the two rock masses (2) of the right side wall of the lower pilot tunnel, the excavation footage is two trusses, B-section middle wall temporary support is implemented, broken stones are backfilled, the three rock masses (3) of the right side wall of the lower pilot tunnel and the four rock masses (4) of the right side wall of the lower pilot tunnel are excavated, the excavation footage is two trusses, an initial support II is implemented, and the broken stones are backfilled.
4. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 3,
the concrete steps of excavating the three rock masses (3) on the right side wall of the lower pilot tunnel and the four rock masses (4) on the right side wall of the lower pilot tunnel comprise:
s41, excavating four rock masses (4) on the right side wall of the lower pilot tunnel, performing primary support on the right sides of the four rock masses (4) on the right side wall of the lower pilot tunnel, and backfilling broken stones;
s42, excavating three rock masses (3) on the right side wall of the lower pilot tunnel, performing primary support on the lower sides of the three rock masses (3) on the right side wall of the lower pilot tunnel, and backfilling broken stones.
5. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 4,
the depth direction distance L between the excavation surface of the two rock masses (2) on the right side wall of the lower pilot tunnel and the top end of the excavation surface of the three rock masses (3) on the right side wall of the lower pilot tunnel5Is 1m to 1.5 m;
the height of the backfill macadam is more than or equal to 0.7 m.
6. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 4,
the excavation face of the three rock masses (3) on the right side wall of the lower pilot tunnel is an inclined slope, and the inclination angle i of the excavation face of the three rock masses (3) on the right side wall of the lower pilot tunnel1Less than or equal to 16 degrees; and/or
Transverse width L of three rock masses (3) on right side wall of lower guide pit1Is 3.2m to 4 m.
7. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 4,
the depth direction distance L between the excavation surface of the rock mass (1) on the right side wall of the upper pilot tunnel and the excavation surface of the rock mass (2) on the right side wall of the lower pilot tunnel3Is 16m to 20 m; and/or
The distance L between the excavation surface of four rock masses (4) on the right side wall of the lower pilot tunnel and the top end of the excavation surface of three rock masses (3) on the right side wall of the lower pilot tunnel in the depth direction4Is 18 m-22 m.
8. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
the excavation footage of five rock masses (5) on the left side wall of the upper pilot tunnel is one truss, the five rock masses (5) on the left side wall of the upper pilot tunnel are excavated to be transferred to the six rock masses (6) on the left side wall of the lower pilot tunnel for excavation after two trusses are excavated, the excavation footage is two trusses, an initial support IV is applied, broken stones are backfilled, the excavation footage is transferred to seven rock masses (7) on the left side wall of the lower pilot tunnel for excavation, the excavation footage is two trusses, an initial support V is applied, and the broken stones are backfilled.
9. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
seven rock masses (7) of left side wall of lower pilot tunnel are inclined slope surfaces on the excavation surface, and the inclination angle i of the excavation surface of the seven rock masses (7) of the left side wall of the lower pilot tunnel2Less than or equal to 16 degrees; and/or
The left side of the lower pilot tunnelTransverse width L of seven-wall rock body (7)2Is 3.2m to 5 m.
10. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
the depth direction distance L between the excavation surface of five rock masses (5) on the left side wall of the upper pilot tunnel and the top end of the excavation surface of seven rock masses (7) on the left side wall of the lower pilot tunnel7Is 16m to 20 m; and/or
The distance L in the depth direction of the top end of the excavation face of the six rock masses (6) on the left side wall of the lower pilot tunnel and the top end of the seven rock masses (7) on the left side wall of the lower pilot tunnel8Is 18 m-22 m.
11. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
the advanced support adopts advanced small conduit grouting and a pipe shed, wherein the grouting small conduit L is 3-4.5 m, and the pipe shed L is 3-6 m;
the primary supports I, III, IV, V and II all adopt steel arches, shotcrete and mortar anchor rods, and the mortar anchor rods L are 3.5-4.5 m;
the temporary support of the middle wall adopts a temporary steel arch frame, a reinforcing mesh, sprayed concrete, a small advanced conduit and a mortar anchor rod, wherein the small advanced conduit L is 3-4.5 m, and the mortar anchor rod L is 3.5-4.5 m.
12. The method for milling and excavating the large-section tunnel with the shallow-buried soft covering layer as claimed in claim 1,
the depth direction safety distance L between the right guide pit and the left guide pit6Is 3m to 5 m;
the depth direction distance L between the inverted arch construction position and the excavation surface of six rock masses (6) on the left side wall of the lower guide pit10Is 16m to 18 m;
depth direction distance L between secondary lining construction position and inverted arch construction position11Is 8m to 12 m.
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| CN115949427A (en) * | 2023-03-08 | 2023-04-11 | 中铁第六勘察设计院集团有限公司 | Subway wiring interval double-switching shield lining structure and assembling method thereof |
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| CN103670427A (en) * | 2013-12-24 | 2014-03-26 | 中铁十九局集团第三工程有限公司 | Cross excavation support late-dismantling type tunnel construction method |
| CN110685714A (en) * | 2019-08-30 | 2020-01-14 | 中铁十四局集团第四工程有限公司 | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology |
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| CN102220868A (en) * | 2011-05-23 | 2011-10-19 | 重庆中环建设有限公司 | Urban shallow buried large-section tunnel five-step excavating method |
| CN103670427A (en) * | 2013-12-24 | 2014-03-26 | 中铁十九局集团第三工程有限公司 | Cross excavation support late-dismantling type tunnel construction method |
| CN110685714A (en) * | 2019-08-30 | 2020-01-14 | 中铁十四局集团第四工程有限公司 | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology |
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