CN111911166A - Full-section excavation design construction method for branch tunnel - Google Patents

Full-section excavation design construction method for branch tunnel Download PDF

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Publication number
CN111911166A
CN111911166A CN202010775919.3A CN202010775919A CN111911166A CN 111911166 A CN111911166 A CN 111911166A CN 202010775919 A CN202010775919 A CN 202010775919A CN 111911166 A CN111911166 A CN 111911166A
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tunnel
span
construction
excavation
arch
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CN111911166B (en
Inventor
谢东武
丁文其
张清照
潘青
沈丹祎
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Tongji University
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Tongji University
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal
    • E21D11/18Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/10Making by using boring or cutting machines
    • E21D9/11Making by using boring or cutting machines with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines

Abstract

The invention relates to a full-section excavation design construction method for a bifurcated tunnel, which comprises the following steps of: 1) carrying out full-section construction of the advanced tunnel of the multi-arch tunnel; 2) reinforcing surrounding rocks on the tunnel face in front of the pilot tunnel; 3) carrying out expanding excavation on the side, close to the side wall, of the large-span tunnel, constructing a first-layer primary lining of the large-span tunnel, and adopting a temporary primary lining on the other side of the large-span tunnel; 4) constructing a preliminary lining reinforcing ring of a preliminary tunnel of the multi-arch tunnel; 5) a C-shaped opening steel frame vertical to a first layer primary lining of the large-span tunnel is used as a second layer primary lining; 6) expanding and digging the transverse holes towards the side wall direction on the other side of the large-span tunnel; 7) adopting a closed steel frame for primary support outside the scope of the advanced tunnel of the multi-arch tunnel, and continuously excavating to the side wall on the other side of the long-span tunnel; 8) constructing a third layer primary lining of the large-span tunnel; 9) and constructing a backward tunnel and a large-span tunnel of the multi-arch tunnel respectively after constructing the second lining of the first tunnel of the multi-arch tunnel. Compared with the prior art, the method has the advantages of rapid construction, construction efficiency improvement, three-layer load bearing conversion and the like.

Description

Full-section excavation design construction method for branch tunnel
Technical Field
The invention relates to the field of tunnel construction, in particular to a full-section excavation design construction method for a bifurcated tunnel.
Background
The bifurcation tunnel section form that appears in mountain tunnel or city undercut tunnel is complicated, and the variation is various, from big section gradual transition to even hunch, little apart from to disconnect-type tunnel, even under the better condition of tunnel country rock, the bifurcation tunnel also often adopts traditional subsection construction method to carry out construction, causes the bifurcation tunnel to excavate the process complicacy, and especially when the tunnel is under construction to big section direction from the bifurcation direction, because need the section expand dig, the construction process is more complicated, and supplementary worker's method is too many, and the cost is higher.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a full-section excavation design construction method of a bifurcated tunnel.
The purpose of the invention can be realized by the following technical scheme:
a full-section excavation design construction method of a bifurcation tunnel is suitable for full-section construction of the bifurcation tunnel under the condition of weak surrounding rocks, and comprises the following steps:
1) in the process of transition from a bifurcation tunnel to a large-span tunnel, namely in the process of transition from an arch-connected tunnel to a large section, full-section construction of a leading hole of the arch-connected tunnel is carried out, and the construction method of the arch-connected tunnel without a middle pilot hole is adopted to construct the interface between the arch-connected tunnel and the large-span tunnel;
2) reinforcing surrounding rocks on the tunnel face in front of the pilot tunnel by adopting a glass fiber anchor rod, and constructing a tunnel excavation boundary outer advance support;
3) the side, close to the side wall, of the long-span tunnel is expanded to the excavation boundary of the long-span tunnel, a first-layer primary lining of the long-span tunnel is constructed, a temporary primary lining is adopted on the other side of the cavern, and a radial glass fiber anchor rod is constructed on an anchor rod of a construction system and the temporary primary lining side to reinforce a soil body so as to facilitate transverse excavation;
4) constructing a primary lining reinforcing ring at a position corresponding to the advanced hole of the multi-arch tunnel, and providing a fulcrum for the C-shaped open steel frame;
5) in the space formed by expanding and digging, a C-shaped opening steel frame with an opening facing to the direction of a pre-existing hole of the multi-arch tunnel is used as a second-layer primary lining of the large-span tunnel and is perpendicular to a first-layer primary lining of the constructed large-span tunnel for reinforcement, a pre-existing hole primary lining reinforcing ring of the multi-arch tunnel is used as fulcrums at two ends of the opening of the C-shaped opening steel frame, and concrete is sprayed among the C-shaped opening steel frames to improve the integrity;
6) gradually removing the temporary primary lining of the large-span tunnel, gradually constructing a C-shaped opening steel frame, expanding and excavating the transverse hole towards the side wall direction on the other side of the large-span tunnel, continuously supplementing radial glass fiber anchor rods in the process of transversely expanding and excavating the transverse hole, and reinforcing newly exposed surrounding rock surfaces in the directions of two sides of the transverse hole by using the glass fiber anchor rods;
7) adopting a closed steel frame for primary support outside the pre-tunnel range of the multi-arch tunnel, continuously excavating to the side wall on the other side of the long-span tunnel, and simultaneously adopting a system anchor rod and an advance anchor rod for surrounding rock reinforcement in the construction process to ensure the stability of the closed steel frame;
8) constructing a third-layer primary lining of the large-span tunnel, wherein the number of primary linings at different positions of the large-span tunnel at the expanded excavation position is different, and three layers of primary linings (namely a first-layer primary lining of the large-span tunnel, a second-layer primary lining using a C-shaped opening steel frame and a third-layer primary lining formed by construction in the full section range are arranged in the corresponding range of the advanced tunnel of the multi-arch tunnel, wherein the directions of the first-layer primary lining and the third-layer primary lining are consistent, the C-shaped steel frame is vertical to the first-layer primary lining and the third-layer primary lining, and the other positions of the primary linings are two layers of primary linings (consisting of a closed steel frame and the full section range primary lining);
9) and after constructing the second lining of the first-pass hole of the double-arch tunnel, respectively constructing a backward-pass hole of the double-arch tunnel and a subsequent large-span tunnel.
The construction method is used for the situation that a bifurcation backward tunnel and a large-span tunnel are respectively constructed by excavating a bifurcation first tunnel to the large-span direction, expanding and excavating, and is used for the bifurcation and large-span conversion section appearing in a mountain tunnel or a city underground excavation tunnel.
In the step 2), the advance support outside the tunnel excavation boundary comprises a small advance guide pipe, an advance anchor rod or an inclined large-diameter pipe shed.
In the step 3), the length of the expanded excavation is based on the requirement of transverse excavation of large-scale mechanical equipment.
And 9), after constructing the two linings of the first hole and the second hole of the multi-arch tunnel, according to a construction schedule, firstly performing hole construction after the multi-arch tunnel and then performing large-span tunnel construction, or firstly performing large-span tunnel construction and then performing hole construction after the multi-arch tunnel, wherein a certain distance is arranged between the tunnel faces of the hole and the tunnel face of the large-span tunnel after the multi-arch tunnel for reducing the influence of mutual disturbance of construction, and the distance is determined according to the surrounding rock conditions and the construction control level.
In the step 9), the construction process of the backward tunnel of the multi-arch tunnel is as follows:
cutting off steel frames in the excavation outline range of the back tunnel of the multi-arch tunnel, excavating surrounding rocks of the back tunnel, constructing a primary lining of the back tunnel, a system anchor rod and an advance support, continuously constructing forwards, and constructing a secondary lining of the back tunnel of the multi-arch tunnel;
the construction process of the large-span tunnel is as follows:
cutting off steel frames in the excavation outline range of the large-span tunnel, excavating surrounding rocks of the large-span tunnel, continuously constructing a primary lining of the standard large-span tunnel, a system anchor rod and advanced support measures, continuously constructing forwards, and constructing a secondary lining of the standard large-span tunnel according to the planning arrangement of the construction progress.
And 8), determining whether a temporary support measure needs to be constructed before constructing the second lining of the large-span tunnel according to the surrounding rock conditions and the primary lining rigidity conditions, wherein the temporary support is preferably used for not interfering with subsequent construction.
Excavation side first layer is first excavated earlier in the tunnel of striding greatly and is just lined, C shape opening steelframe and cross cut expand the closed steelframe of digging the construction constitute the second floor just line and the cross cut expand dig finish the tunnel third layer of striding greatly that the tunnel third layer just line altogether three-layer load undertakes the structure, specifically do:
firstly excavating a first layer of primary lining on one side of the large-span tunnel and a temporary primary lining on the other side (which can be removed in the process of enlarging and excavating the transverse tunnel) to bear the surrounding rock load in the initial stage;
in the process of transversely expanding and excavating the large-span tunnel, along with the gradual dismantling of the temporary primary lining, the load of the first layer of primary lining, which is not closed in the corresponding range of the advanced hole of the multi-arch tunnel, is gradually transferred to the C-shaped open steel frame to be jointly borne with the reinforced primary lining of the advanced hole of the multi-arch tunnel, and the peripheral rock load in the range of the advanced hole is borne by the closed frame;
and after the large-span tunnel cross hole expanding excavation construction is finished, constructing a third layer primary lining of the large-span tunnel.
Because the first layer of primary lining only exists on the first excavation side of the large-span tunnel and cannot form a complete stress system, the second layer of primary lining consisting of the C-shaped opening steel frame and the closed steel frame can be locally removed during the construction of the backward tunnel of the large-span tunnel and the multi-arch tunnel, and cannot form a complete stress system, therefore, after the backward tunnel of the multi-arch tunnel and the large-span tunnel are respectively constructed forwards along the respective axial directions, the surrounding rock load is born by the third layer of primary lining of the large-span tunnel.
The first layer of primary lining and the second layer of primary lining are used for load conversion in the construction process and are important for ensuring the safety of the whole construction process of the bifurcation tunnel.
The excavation surfaces of the multi-arch tunnel in the processes of the advancing tunnel, the backward tunnel, the large-span tunnel and the transverse expanding excavation of the large-span tunnel are all constructed by full sections.
The primary lining and the temporary support of the first layer of the large-span tunnel, the steel frame filling of the C-shaped steel frame and the closed steel frame serving as the primary lining of the second layer and the primary lining of the third layer of the large-span tunnel are constructed in the form of steel frame and sprayed concrete or steel frame and corrugated steel.
Compared with the prior art, the invention has the following advantages:
the construction method of the bifurcated tunnel provided by the invention adopts a method for reinforcing the tunnel face outside the excavation boundary, and adopts full-section construction for the first tunnel, the large-span tunnel, the backward tunnel and the large-span tunnel of the multi-arch tunnel, thereby being beneficial to introducing mechanical equipment and improving the level of mechanized construction of the tunnel, realizing the rapid construction of the bifurcated tunnel under the surrounding rock conditions of different levels, improving the construction efficiency and saving the engineering investment.
The invention provides a load conversion structure of a large-span tunnel support system in a large-span tunnel transverse expanding excavation process, which aims at construction of a bifurcation tunnel from a multi-arch tunnel to a large-span tunnel direction, and comprises a first layer of primary lining at the side wall side of a connecting section of a pre-tunnel of the multi-arch tunnel and a temporary primary lining at the other side, wherein in order to ensure stable steel frame and steel frame construction measures (a second layer of primary lining) in the vertical direction of surrounding rock in the large-span tunnel transverse expanding excavation process, a third layer of primary lining (a real large-span tunnel primary lining) of the large-span tunnel after tunnel expanding excavation is formed by three layers of load bearing structures, and the first layer of primary lining and the temporary primary lining bear the surrounding rock load in the initial stage; in the process of transversely expanding and excavating the large-span tunnel, because the temporary primary lining is gradually removed, the load of the unsealed first-layer primary lining in the range of the advanced hole of the multi-arch tunnel is gradually transferred to the C-shaped steel frame to be jointly borne with the enhanced primary lining of the advanced hole of the multi-arch tunnel, and the peripheral rock load in the range of the advanced hole is borne by the closed frame; and after the construction of the primary lining of the third layer of the large-span tunnel is finished, constructing the backward tunnel of the multi-arch tunnel and the large-span tunnel forwards along the respective axial directions, and bearing the surrounding rock load by the primary lining of the third layer of the large-span tunnel.
Drawings
FIG. 1 is a drawing showing construction steps in steps (1) to (3) in the example.
FIG. 2 is a construction step diagram of step (4) in the example.
FIG. 3 is a drawing showing construction steps in step (5) in the example.
FIG. 4 is a drawing showing construction steps (6) to (9) in the example.
Fig. 5 is a construction step diagram of constructing a backward tunnel of the multi-arch tunnel in step (10) in the embodiment.
Fig. 6 is a construction step diagram of a second lining of a backward tunnel of the multi-arch tunnel in the step (10) in the embodiment.
Fig. 7 is a construction step diagram of constructing a large-span tunnel in step (11) in the embodiment.
Fig. 8 is a construction step diagram of constructing a primary lining and a secondary lining of a large-span tunnel in step (11) in the embodiment.
FIG. 9 is a flow chart of a method of the present invention.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
Examples
The invention provides a full-section excavation design construction method of a bifurcation tunnel, which is suitable for the situation that a bifurcation advance hole excavates towards a large-span direction, a bifurcation backward hole and a large-span tunnel are respectively constructed by expanding excavation and construction of bifurcation forward holes and the large-span tunnel in a mountain tunnel or a city underground tunnel, and is based on the rock-soil deformation control theory, a method for strengthening measures outside the excavation boundary of the tunnel and the tunnel face is adopted, and the large-span tunnel transverse expanding excavation, the arch tunnel forward hole, the backward hole and the large-span tunnel are all constructed in a full-section way, and mainly comprises the following steps:
(1) as shown in fig. 1, in the process of transition from a bifurcation tunnel to a large-span tunnel (i.e. transition from an arch-connected tunnel to a large cross section), the full-section construction of the antecedent tunnel of the arch-connected tunnel is carried out, and the construction is carried out to the number of the boundary piles by adopting the arch-connected tunnel non-center pilot tunnel construction method;
(2) reinforcing by using a glass fiber anchor rod of surrounding rock on the tunnel face in front of the construction pilot tunnel, and constructing a pilot support outside a tunnel excavation boundary (a pilot small conduit or a pilot anchor rod, and if necessary, an inclined large-diameter pipe shed can be constructed);
(3) the side of the large-span tunnel close to the side wall is expanded and excavated to the excavation boundary of the large-span tunnel, the first-layer primary lining of the large-span tunnel is constructed, the other side of the cavern adopts temporary primary lining, a reinforcing ring is arranged at the primary lining position of the end part of the multi-arch tunnel, and a system anchor rod and a radial glass fiber anchor rod (convenient for transverse excavation) are constructed in time to reinforce the soil body;
(4) as shown in fig. 2, continuously excavating forwards for a certain length (based on that large mechanical equipment can transversely excavate), constructing a primary lining of a first layer, a temporary primary lining and anchor rods on two sides of a large-span tunnel section in time, and reinforcing the outside of an excavation boundary and reinforcing a tunnel face glass fiber anchor rod;
(5) as shown in fig. 3, in the space formed by excavation, a C-shaped opening steel frame is used as a second-layer primary lining of the large-span tunnel and is perpendicular to a first-layer primary lining of the constructed large-span tunnel for reinforcement, a preliminary lining reinforcing ring of a preliminary tunnel of the multi-arch tunnel is used as fulcrums at two ends of the opening of the C-shaped steel frame, and concrete is sprayed between the steel frames or other constructional measures are adopted to improve the integrity;
(6) as shown in fig. 4, the temporary primary lining of the large-span tunnel is gradually removed, the C-shaped opening steel frame is constructed in time, the tunnel is transversely excavated in the direction of the side wall at the other side of the large-span tunnel, radial glass fiber anchor rods are continuously supplemented as required in the process, and newly exposed rock surrounding surfaces in the axial direction of the tunnels at the two sides are reinforced by the glass fiber anchor rods in time;
(7) after the transverse tunnel is excavated to the outside of the boundary of the advanced tunnel of the multi-arch tunnel, the C-shaped opening steel frame is changed into a closed steel frame to be used as a primary lining of the transverse tunnel, and the transverse tunnel is excavated to the side wall of the other side of the large-span tunnel without being broken, so that the full-section forming of the large-span tunnel is completed;
(8) constructing a third layer primary lining of the large-span tunnel, determining whether a temporary support needs to be constructed before constructing a second lining of the large-span tunnel according to surrounding rock conditions and primary lining rigidity conditions, such as measures of section temporary columns and the like, wherein the temporary support is suitable for not interfering with subsequent construction;
(9) constructing a second lining of the advanced hole of the multi-arch tunnel according to the construction schedule arrangement (respectively constructing a backward hole of the multi-arch tunnel and a subsequent large-span tunnel according to the construction schedule arrangement, considering the reduction of the influence of mutual disturbance of construction, ensuring a certain distance between the tunnel faces of the backward hole of the multi-arch tunnel and the large-span tunnel, and comprehensively considering and determining according to surrounding rock conditions and the construction control level;
(10) as shown in fig. 5 and 6, cutting off closed steel frames in the excavation outline range of the back tunnel of the multi-arch tunnel, excavating surrounding rocks of the back tunnel, constructing a primary lining of the back tunnel, a system anchor rod, an advance support and other measures, continuously constructing forwards, and constructing a secondary lining of the back tunnel of the multi-arch tunnel according to the arrangement of a construction schedule;
(11) as shown in fig. 7 and 8, steel frames in the excavation outline range of the large-span tunnel are cut off, surrounding rocks of the large-span tunnel are excavated, primary lining of the large-span tunnel and measures such as system anchor rods and advanced supports are constructed, forward construction is continuously performed, and secondary lining of the large-span tunnel is constructed according to the arrangement of a construction schedule.
The invention provides a load conversion structure of a large-span tunnel support system in a large-span tunnel transverse expanding excavation process aiming at construction of a bifurcation tunnel from a double arch to a large-span tunnel, which comprises a second-layer primary lining formed by a first-layer primary lining on the side of the large-span tunnel firstly excavated, a C-shaped opening steel frame and a closed steel frame for the transverse-tunnel expanding excavation construction, and a third-layer primary lining of the large-span tunnel for the transverse-tunnel expanding excavation completion construction, wherein the three-layer load bearing structure comprises the following steps:
in the initial stage, the first layer of primary lining and the temporary primary lining bear the load of surrounding rocks;
in the process of transversely expanding and excavating the large-span tunnel, because the temporary primary lining is gradually removed, the load of the unsealed first-layer primary lining in the range of the advanced hole of the multi-arch tunnel is gradually transferred to the C-shaped steel frame to be jointly borne with the enhanced primary lining of the advanced hole of the multi-arch tunnel, and the peripheral rock load in the range of the advanced hole is borne by the closed frame;
and after the construction of the primary lining of the third layer of the large-span tunnel is finished, constructing the backward tunnel of the multi-arch tunnel and the large-span tunnel forwards along the respective axial directions, and bearing the surrounding rock load by the primary lining of the third layer of the large-span tunnel.
The excavation faces of the multi-arch tunnel in the processes of advancing tunnel, backward tunnel, large-span tunnel and transverse expanding and excavation of the large-span tunnel adopt full-section construction, and the method not only provides higher advanced reinforcement outside the tunnel excavation boundary and reinforcement of surrounding rock in front of the tunnel face, but also provides higher requirements for the mechanization level in the tunnel construction process.
The primary support and the temporary support of the first layer of the large-span tunnel, the filling between the steel frames of the C-shaped steel frame and the closed steel frame and the primary lining of the third layer of the large-span tunnel can be constructed in the form of steel frame + sprayed concrete or steel frame + corrugated steel, and other steel structure forms can also be realized.

Claims (10)

1. A full-section excavation design construction method of a bifurcation tunnel is suitable for full-section construction of the bifurcation tunnel under the condition of weak surrounding rocks, and is characterized by comprising the following steps:
1) in the process of transition from a bifurcation tunnel to a large-span tunnel, namely in the process of transition from an arch-connected tunnel to a large section, full-section construction of a leading hole of the arch-connected tunnel is carried out, and the construction method of the arch-connected tunnel without a middle pilot hole is adopted to construct the interface between the arch-connected tunnel and the large-span tunnel;
2) reinforcing surrounding rocks on the tunnel face in front of the pilot tunnel by adopting a glass fiber anchor rod, and constructing a tunnel excavation boundary outer advance support;
3) the side, close to the side wall, of the long-span tunnel is expanded to the excavation boundary of the long-span tunnel, a first-layer primary lining of the long-span tunnel is constructed, a temporary primary lining is adopted on the other side of the cavern, and a radial glass fiber anchor rod is constructed on an anchor rod of a construction system and the temporary primary lining side to reinforce a soil body so as to facilitate transverse excavation;
4) constructing a primary lining reinforcing ring at a position corresponding to the advanced hole of the multi-arch tunnel, and providing a fulcrum for the C-shaped open steel frame;
5) in the space formed by expanding and digging, a C-shaped opening steel frame with an opening facing to the direction of a pre-existing hole of the multi-arch tunnel is used as a second-layer primary lining of the large-span tunnel and is perpendicular to a first-layer primary lining of the constructed large-span tunnel for reinforcement, a pre-existing hole primary lining reinforcing ring of the multi-arch tunnel is used as fulcrums at two ends of the opening of the C-shaped opening steel frame, and concrete is sprayed among the C-shaped opening steel frames to improve the integrity;
6) gradually removing the temporary primary lining of the large-span tunnel, gradually constructing a C-shaped opening steel frame, expanding and excavating the transverse hole towards the side wall direction on the other side of the large-span tunnel, continuously supplementing radial glass fiber anchor rods in the process of transversely expanding and excavating the transverse hole, and reinforcing newly exposed surrounding rock surfaces in the directions of two sides of the transverse hole by using the glass fiber anchor rods;
7) adopting a closed steel frame for primary support outside the pre-tunnel range of the multi-arch tunnel, continuously excavating to the side wall on the other side of the long-span tunnel, and simultaneously adopting a system anchor rod and an advance anchor rod for surrounding rock reinforcement in the construction process to ensure the stability of the closed steel frame;
8) constructing a third layer primary lining of the large-span tunnel;
9) and after constructing the second lining of the first-pass hole of the double-arch tunnel, respectively constructing a backward-pass hole of the double-arch tunnel and a subsequent large-span tunnel.
2. The full-section excavation design construction method of the bifurcated tunnel according to claim 1, wherein the construction method is used for the situations that a bifurcation backward tunnel and a large-span tunnel are excavated and expanded and respectively constructed by excavating a bifurcation advance tunnel to a large-span direction in a mountain tunnel or a city underground tunnel at bifurcation and large-span transition sections.
3. The full-face excavation design construction method of the bifurcated tunnel according to claim 1, wherein in the step 2), the external advance support of the tunnel excavation boundary comprises a small advance conduit, an advance anchor rod or an inclined large-diameter pipe shed.
4. The full-face excavation design construction method for the bifurcated tunnel according to claim 1, wherein in the step 3), the length of the enlarged excavation is based on the requirement of transverse excavation of large mechanical equipment.
5. The full-face excavation design construction method for the bifurcated tunnel according to claim 1, wherein in the step 9), after the arch-connected tunnel is firstly lined with the second hole, according to a construction schedule, the arch-connected tunnel is firstly constructed and then the hole is constructed, and then the large-span tunnel is constructed, or the large-span tunnel is firstly constructed and then the arch-connected tunnel is constructed, and in order to reduce the influence of mutual disturbance of construction, a certain distance is arranged between the tunnel faces of the arch-connected tunnel back hole and the large-span tunnel, and the distance is determined according to comprehensive consideration of surrounding rock conditions and construction control level.
6. The full-section excavation design construction method of the bifurcated tunnel according to claim 1, wherein in the step 9), the backward-going tunnel construction process of the multi-arch tunnel is as follows:
cutting off steel frames in the excavation outline range of the back tunnel of the multi-arch tunnel, excavating surrounding rocks of the back tunnel, constructing a primary lining of the back tunnel, a system anchor rod and an advance support, continuously constructing forwards, and constructing a secondary lining of the back tunnel of the multi-arch tunnel;
the construction process of the large-span tunnel is as follows:
cutting off steel frames in the excavation outline range of the large-span tunnel, excavating surrounding rocks of the large-span tunnel, continuously constructing a primary lining of the standard large-span tunnel, a system anchor rod and advanced support measures, continuously constructing forwards, and constructing a secondary lining of the standard large-span tunnel according to the planning arrangement of the construction progress.
7. The full-section excavation design construction method of the bifurcated tunnel according to claim 1, wherein in the step 8), whether a temporary support measure needs to be constructed before constructing the second lining of the long-span tunnel is determined according to surrounding rock conditions and primary lining rigidity conditions, and the temporary support is preferably used for not preventing subsequent construction.
8. The full-section excavation design and construction method of the bifurcated tunnel according to claim 1, wherein a three-layer load bearing structure is formed by a first-layer primary lining of the large-span tunnel, a second-layer primary lining formed by a C-shaped opening steel frame and a closed steel frame for the cross tunnel excavation expanding construction, and a third-layer primary lining of the large-span tunnel constructed after the cross tunnel excavation expanding is completed, and specifically comprises the following steps:
firstly excavating a first layer of primary lining on one side of the large-span tunnel and a temporary primary lining on the other side of the large-span tunnel to bear the surrounding rock load in the initial stage;
in the process of transversely expanding and excavating the large-span tunnel, along with gradual dismantling of the temporary primary lining, the load of the unsealed first-layer primary lining in the corresponding range of the advanced tunnel of the multi-arch tunnel is gradually transferred to the C-shaped open steel frame to be jointly borne with the enhanced ring of the advanced tunnel primary lining of the multi-arch tunnel, and the peripheral rock load in the range of the advanced tunnel is borne by the closed steel frame;
after the large-span tunnel cross tunnel expanding excavation construction is finished, a third-layer primary lining of the large-span tunnel is constructed, and after the multi-arch tunnel backward tunnel and the large-span tunnel are respectively constructed forwards along the respective axial direction, the surrounding rock load is born by the third-layer primary lining of the large-span tunnel.
9. The full-section excavation design and construction method for the bifurcated tunnel according to claim 1, wherein full-section construction is adopted for excavation surfaces of the multi-arch tunnel in the transverse excavation process of the advancing tunnel, the backward tunnel, the large-span tunnel and the large-span tunnel.
10. The full-section excavation design and construction method for the bifurcated tunnel according to claim 1, wherein the primary lining and the temporary support of the first layer of the large-span tunnel, the steel frame filling of the C-shaped steel frame and the closed steel frame serving as the primary lining of the second layer and the primary lining of the third layer of the large-span tunnel are constructed in the form of steel frame + sprayed concrete or steel frame + corrugated steel.
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