CN115387795A - Composite middle wall multi-arch tunnel single tunnel construction method - Google Patents
Composite middle wall multi-arch tunnel single tunnel construction method Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 47
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- 239000002689 soil Substances 0.000 claims description 8
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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Abstract
The invention discloses a composite middle wall multi-arch tunnel single tunnel construction method, which comprises the following steps: 1) Performing tunnel excavation in advance and treating the foundation of the intermediate wall; 2) Binding an intermediate wall steel reinforcement framework, performing primary support, and spraying and building the bound intermediate wall steel reinforcement framework into a whole to form an intermediate wall; 3) Pouring and filling an inverted arch of the tunnel in advance; 4) Laying a first tunnel waterproof layer and casting a secondary lining; 5) Excavating the upper part of the backward tunnel, installing a joint with the intermediate wall, and performing primary support on the upper part of the excavated backward tunnel; 6) Reserving rock pillars, excavating the lower part of the tunnel, and performing primary support after excavation; 7) Excavating the reserved rock pillar to complete all primary support closed annulation; 8) Pouring and filling an inverted arch; 9) Laying a tunnel waterproof layer and pouring a secondary lining. The construction method of the invention can reduce the working procedures, simplify the process, improve the construction efficiency, save the construction cost and is suitable for wide popularization and application.
Description
Technical Field
The invention relates to the field of tunnel construction methods, in particular to a composite middle wall multi-arch tunnel single tunnel construction method.
Background
The multi-arch tunnel has the disadvantages of complex structure, multiple construction steps, long construction period, frequent change of stress state of the structure, difficult quality control and the occurrence of diseases such as lining cracking, water leakage of the intermediate wall and the like due to slight negligence in construction. Therefore, the control of the construction quality of the multi-arch tunnel is extremely important. The composite middle wall multiple arch tunnel is the most multiple arch tunnel adopted at present, and the construction method of the composite middle wall multiple arch tunnel at present mainly adopts a middle guide tunnel construction method. For the composite middle wall multi-arch tunnel, the middle guide tunnel mainly has the function of forming a middle wall core. The height and the width of the middle guide tunnel are determined by being beneficial to the construction of the middle wall core, and are generally about 5 m. The excavation method and the supporting mode of the middle guide tunnel are flexibly determined by specific engineering conditions due to the fact that the excavation method and the supporting mode belong to tunnel construction auxiliary engineering.
In the process of performing the construction method of the intermediate guide tunnel on the combined type intermediate wall multi-arch tunnel, the excavation of the intermediate guide tunnel and the arrangement and the dismantling of a support thereof are required; the intermediate wall is formed by concrete cast-in-place, a special template trolley is needed, and after the intermediate wall reaches the design strength, the top of the intermediate wall needs to be backfilled and grouted; the main tunnel can be excavated after the middle guide tunnel is communicated and the middle partition wall is poured and reaches the design strength; the primary supports of the main tunnels on two sides are required to be connected with the intermediate wall, the processes are multiple, the construction interference is large, in addition, in the construction process of the construction method of the intermediate guide tunnel, the processes with high process requirements are more, such as the process requirement of dense backfill grouting on the top of the intermediate wall, the process requirement of blasting control on a backward tunnel, the process requirement of connection of the primary supports of the main tunnels and the intermediate wall and the like, and the quality control of the connection process of the primary supports of the main tunnels and the intermediate wall is very difficult.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide the composite middle wall multi-arch tunnel single-tunnel construction method which has the advantages of reducing working procedures, simplifying process, shortening construction period and improving work efficiency.
In order to achieve the purpose, the invention is realized by the following technical scheme: a composite middle wall multi-arch tunnel single tunnel construction method comprises the following steps:
(1) Performing tunnel excavation in advance, and treating the foundation of the intermediate wall according to a construction drawing;
(2) Binding an intermediate wall steel reinforcement framework according to an intermediate wall foundation, then carrying out primary support on the good preceding tunnel, and spraying and building the bound intermediate wall steel reinforcement framework into a whole to form an intermediate wall;
(3) Pouring and filling an inverted arch of the tunnel in advance;
(4) Laying a first tunnel waterproof layer, and performing secondary lining pouring of the first tunnel;
(5) Excavating the upper part of the backward tunnel, installing a joint with the intermediate wall in the excavated backward tunnel, and then performing primary support on the upper part of the excavated backward tunnel;
(6) Reserving rock pillars at the middle partition wall part of the backward tunnel, then excavating the lower part of the backward tunnel, and after the excavation is finished, performing primary support on the lower part of the backward tunnel;
(7) Excavating reserved rock pillars at the middle partition wall part of the backward tunnel, performing primary support on the excavated part of the backward tunnel to enable the excavated part of the backward tunnel and the primary support of the previous backward tunnel to be closed into a ring, and completing the pouring and filling of the inverted arch of the backward tunnel;
(8) And finally, laying a waterproof layer of the backward tunnel, and pouring a secondary lining of the backward tunnel.
The principle of the technical scheme is that the construction of the advanced tunnel is directly carried out without the working procedures of excavation and supporting of an auxiliary guide tunnel; the intermediate wall and the preliminary support of the prior tunnel are combined and integrated, and the connecting process of the preliminary support of the prior tunnel and the intermediate wall is cancelled; the intermediate wall is made of sprayed concrete without special construction equipment; the primary support of the backward tunnel needs to be connected with the intermediate wall; rock pillars need to be reserved at the middle partition wall of the backward tunnel. The excavation and the support of the middle guide tunnel are saved, the working procedures are relatively few, and the construction interference is small.
In order to better realize the method, the excavation span of the preceding tunnel is 0.8 to 1.2m larger than that of the following tunnel.
In order to better realize the method of the invention, further, if the advanced tunnel or the backward tunnel is a surrounding rock of V and IV grades, the primary support of the advanced tunnel or the backward tunnel consists of an I-shaped steel arch frame, a radial anchor rod, a reinforcing mesh and sprayed concrete, and the I-shaped steel arch frame is adopted to hang the reinforcing mesh and spray and anchor combined support; if the advanced tunnel or the backward tunnel is the class-III surrounding rock, the primary support consists of radial anchor rods, reinforcing mesh and sprayed concrete, the steel arch frames are connected by longitudinal steel bars, and are welded with the radial anchor rods and the reinforcing mesh into a whole and are closely attached to the surrounding rock to form a reinforced concrete structure with a bearing structure; the sprayed concrete adopts a wet spraying process.
In order to better realize the method of the invention, further, if the advanced tunnel or the backward tunnel is a V-level surrounding rock, an IV-level surrounding rock, a V-level surrounding rock, an IV-level surrounding rock tunnel portal shallow buried section and a fault fracture zone section, the secondary lining of the advanced tunnel or the backward tunnel is of a reinforced concrete structure, and the reasonable construction time of the secondary lining is finally determined according to construction monitoring measurement data.
In order to better realize the method of the invention, further, tunnel auxiliary construction measures are also included, including a tunnel portal advance long pipe shed, a tunnel inner advance small pipe, an advance anchor rod and peripheral curtain grouting.
In order to better realize the method, further, in the V-level surrounding rock section, a three-step annular reserved core soil method is adopted for excavating the tunnel going ahead and the tunnel going behind; in the IV-level surrounding rock section, excavating the front tunnel by adopting a two-step core soil retaining method, and excavating the rear tunnel by adopting a three-step method; the backward tunnel is excavated after the secondary lining of the forward tunnel is finished to be not less than 40m and reaches the design strength, and the secondary lining of the forward tunnel always exceeds the secondary lining of the forward tunnel by not less than 40m; in the preceding tunnel and the following tunnel, the left side and the right side of the lower step are excavated and staggered by 5-10 m, and the arch part adopts a smooth blasting technology.
In order to better realize the method, the primary support steel frame of the backward tunnel is integrally connected with the primary support steel frame of the forward tunnel in a welding mode, an anti-skidding stop block is welded at the lower end of the joint, and in hard rock, after reserved rock pillars of the backward tunnel are excavated, a net is timely hung and sprayed with concrete, and the joint of the intermediate wall is subjected to rounding treatment.
In order to better implement the method of the invention, furthermore, the advanced tunnel should be used for foundation treatment and end anchorage of the intermediate wall foundation in time, and the advanced tunnel should be connected with the upper end of the intermediate wall as soon as possible.
In order to better realize the method of the invention, a shock-absorbing layer is paved between the primary support and the secondary lining of the tunnel in advance, rock pillars are reserved on the middle partition wall of the backward tunnel, the backward tunnel is excavated in a multi-cycle mode with multiple surrounding holes and less dosage, and the field blasting test scheme and the blasting vibration monitoring work of the backward tunnel are timely carried out.
In order to better realize the method of the invention, the step distance between the tunnel face of the advance tunnel and the tunnel face of the backward tunnel is more than or equal to 120 linear meters, and the step distance between the secondary lining of the advance tunnel and the secondary lining of the backward tunnel is more than or equal to 90 linear meters.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) Compared with the traditional middle guide tunnel construction method, the intermediate wall structure of the combined type intermediate wall multi-arch tunnel single tunnel construction method has smooth rigidity transition, more reasonable structure and more reliable end part restraint and connection, and is more favorable for resisting bias load and improving the stress concentration state;
(2) In the construction method, the intermediate wall is arranged in the advanced tunnel, so that permanent temporary combination is realized, and the material utilization rate is high. From the construction point of view, the auxiliary tunnel excavation and support working procedure is not needed, the connection working procedure of the preliminary tunnel support and the intermediate wall is not needed in advance, the intermediate wall is constructed by adopting sprayed concrete, special construction equipment is not needed, the working procedures are reduced, the process is simplified, the construction period can be shortened, and the working efficiency is improved;
(3) The construction method provided by the invention can realize smooth connection and permanent temporary combination of the supporting structure, can reduce working procedures, simplify the process and improve the construction efficiency on the premise of ensuring the engineering quality, can reduce or even cancel the arrangement of temporary support because an advanced auxiliary guide tunnel (a middle guide tunnel and a side guide tunnel) does not need to be arranged, greatly improves the construction progress, reduces the investment of constructors and equipment, can save the engineering cost, reduces the disturbance to surrounding rocks, is favorable for the structural stress, and has positive influence on guiding the construction of the composite middle wall continuous arch tunnel single-tunnel construction method.
Drawings
Other features, objects and advantages of the invention will become more apparent upon reading of the detailed description of non-limiting embodiments with reference to the following drawings:
FIG. 1 is a schematic view of the construction process of the present invention;
FIG. 2 is a schematic view of an intermediate wall in the construction method according to the present invention;
FIG. 3 is a sequence diagram of excavation by the construction method of the present invention;
FIG. 4 is a control diagram of the construction steps of the preceding tunnel and the following tunnel.
Wherein: 1-a preceding tunnel, 2-an intermediate wall, 3-a preceding tunnel initial supporting layer, 4-a preceding tunnel waterproof layer, 5-a preceding tunnel secondary lining layer, 6-a following tunnel, 7-a following tunnel initial supporting layer, 8-a following tunnel waterproof layer, 9-a following tunnel secondary lining layer, 10-a preceding tunnel face, 11-a following tunnel face.
Detailed Description
The present invention will be described in further detail with reference to the following examples for the purpose of making clear the objects, process conditions and advantages of the present invention, but the embodiments of the present invention are not limited thereto, and various substitutions and modifications can be made according to the common technical knowledge and the conventional means in the art without departing from the technical idea of the present invention described above, and the specific examples described herein are only for explaining the present invention and are not intended to limit the present invention.
Example 1:
the embodiment provides a method for constructing a composite middle wall multi-arch tunnel single tunnel, which comprises the following steps of:
(1) Performing advanced tunnel excavation, and treating the mid-partition foundation according to a construction drawing;
(2) Binding an intermediate wall steel reinforcement framework according to an intermediate wall foundation, then carrying out primary support on the good advanced tunnel, and spraying the bound intermediate wall steel reinforcement framework into a whole to form an intermediate wall;
(3) Pouring and filling an inverted arch of the tunnel in advance;
(4) Laying a first tunnel waterproof layer, and performing secondary lining pouring of the first tunnel;
(5) Excavating the upper part of the backward tunnel, installing a joint with the intermediate wall in the excavated backward tunnel, and then performing primary support on the upper part of the excavated backward tunnel;
(6) Reserving rock pillars at the middle partition wall part of the backward tunnel, then excavating the lower part of the backward tunnel, and after the excavation is finished, carrying out primary support on the lower part of the backward tunnel;
(7) Excavating reserved rock pillars at the middle partition wall part of the backward tunnel, performing primary support on the excavated part of the backward tunnel to enable the excavated part of the backward tunnel and the primary support of the previous backward tunnel to be closed into a ring, and completing the pouring and filling of the inverted arch of the backward tunnel;
(8) And finally, laying a waterproof layer of the backward tunnel, and pouring a secondary lining of the backward tunnel.
The intermediate wall obtained through the above steps is laid in the preceding tunnel, and after excavation and preliminary bracing of the lower part of the preceding tunnel, the intermediate wall is integrated with the preliminary bracing connecting position of the corresponding part by adopting on-site reinforcement cage binding or steel frame, and is formed by spraying concrete (or can be formed by pouring concrete on site by adopting a template), and the section size of the intermediate wall is approximately trapezoidal with a smaller upper part and a larger lower part. The backward tunnel construction of the multi-arch tunnel is the close construction condition of the forward tunnel and is the closest working condition. For a single tunnel construction method, the intermediate wall is not only a preliminary support of a preceding tunnel, but also an enclosure structure of a preceding tunnel secondary lining and a waterproof layer. Therefore, the intermediate wall should be structurally designed according to rigid supports bearing all loads so as not to generate harmful deformation and influence the safety, durability and waterproof effect of the prior tunnel structure. The minimum section of the intermediate wall in the single tunnel construction method is the joint of the primary support of the back tunnel and the intermediate wall, the thickness of the intermediate wall is designed and constructed according to the compressed short column member, and the length-to-thin ratio of the intermediate wall is not more than 8 so as to prevent the intermediate wall from being unstably damaged when the back tunnel is excavated. The intermediate wall is generally about 4m high, and thus its minimum thickness is not preferably less than 50cm. Meanwhile, compared with the middle guide tunnel method, the width of the intermediate wall base of the single tunnel construction method is smaller by 1/3 to 1/4, and the requirement on the bearing capacity of the foundation is higher. For this reason, measures such as steel pipe piles are usually provided at the bottom of the intermediate wall in the design to meet the bearing capacity requirement of the foundation and to improve the restraint state of the lower end of the intermediate wall.
Example 2:
in this embodiment, on the basis of the above embodiments, the excavation span of the preceding tunnel is further limited to be 0.8 to 1.2m larger than the excavation span of the following tunnel. In the single tunnel construction method, since an intermediate wall needs to be provided, the excavation span of the preceding tunnel is generally larger than that of the following tunnel by about 1m. Therefore, the geometrical size of the prior tunnel is not greatly different from that of the corresponding single tunnel, and a common single tunnel excavation method can be adopted. It is worth pointing out that the foundation treatment measures of the intermediate wall must be completed in the advanced tunnel according to the design in time.
Example 3:
in this embodiment, on the basis of the above embodiment, if the preceding tunnel or the following tunnel is a class v or iv surrounding rock, the primary support of the preceding tunnel or the following tunnel is further limited to be composed of an i-steel arch frame, radial anchor rods, a steel mesh and sprayed concrete, and the i-steel arch frame is adopted to hang the steel mesh, and the sprayed anchor is combined to support; if the advanced tunnel or the backward tunnel is level III surrounding rock, the primary support is composed of radial anchor rods, reinforcing mesh and sprayed concrete, the steel arch frames are connected by longitudinal steel bars, and are welded with the radial anchor rods and the reinforcing mesh into a whole and are closely attached to the surrounding rock to form a reinforced concrete structure of a bearing structure; the sprayed concrete adopts a wet spraying process. The surrounding rock of V and IV grades consists of I-steel arch frames, radial anchor rods, reinforcing mesh and sprayed concrete, while the surrounding rock of III grades consists of radial anchor rods, reinforcing mesh and sprayed concrete (part of I-steel). The steel arch frames are connected by longitudinal steel bars, and are welded with the radial anchor rods and the steel bar meshes into a whole to be closely attached to the surrounding rock to form a bearing structure.
Primary support: and the surrounding rock sections of the V level and the IV level are supported by adopting I-shaped steel arch frames to hang reinforcing mesh and spray and anchor combined support. The concrete spraying adopts a wet spraying process, drilling by an air drill, manually installing an anchor rod and grouting by a small conduit to reinforce the surrounding rock.
Example 4:
in this embodiment, based on the above embodiment, if the advanced tunnel or the backward tunnel is a v-class or iv-class surrounding rock, a v-class surrounding rock, a iv-class surrounding rock tunnel portal shallow buried segment, and a fault fracture zone segment, the secondary lining is of a reinforced concrete structure, and the reasonable time for constructing the secondary lining should be determined finally according to the construction monitoring measurement data. Secondary lining: the tunnel portal shallow-buried section and the fault fracture zone section of the V-level surrounding rock and the IV-level surrounding rock are of reinforced concrete structures, so that the safety of a tunnel supporting structure is ensured. The reasonable construction time of the secondary lining is finally determined (checked) according to the construction monitoring and measuring data, and the bearing capacity of the primary support is exerted as much as possible but cannot be exceeded.
Example 5:
in this embodiment, on the basis of the above embodiment, tunnel auxiliary construction measures are further added, including a tunnel portal advanced long pipe shed, a tunnel inner advanced small pipe, an advanced anchor rod, and peripheral curtain grouting;
the tunnel portal is advanced the long pipe shed and is located both ends tunnel portal, improves country rock self bearing capacity through the slip casting, improves the elastic resistance of rock mass to the structure, improves the structure atress condition, and pipe shed steel pipe all adopts phi 108 x 6mm hot rolling seamless steel pipe, and the hoop interval is 40cm. The steel pipe is arranged at the arch part of the lining, the distance between the pipe center and the designed outer contour line of the lining is more than 20cm, and the pipe center and the center line of the road surface form an included angle of 1 degree;
the small advanced conduit in the tunnel is suitable for poor surrounding rock sections of V-grade and IV-grade tunnels, the self bearing capacity of the surrounding rock is improved through small conduit grouting, the elastic resistance of rock bodies to structures is improved, the stress condition of the structures is improved, the small conduit is a hot-rolled seamless steel pipe with the outer diameter of 42mm and the length of 400cm, the circumferential distance (SL 5a \ SL5 jq) is 30cm \ SL4a40cm, the camber angle is about 10-15 degrees, and the longitudinal horizontal lap length is not less than SL5a1.5m \ SL5jq2.0m \ SL4a1.3m;
the advanced anchor rods are arranged at IV-level surrounding rock sections of the tunnel advanced pilot tunnel, a phi 22 cartridge anchor rod mode with the length of 350cm is adopted, the circumferential distance is about 40cm, the camber angle is about 10-15 degrees, and the longitudinal lap joint length is not less than 100cm. During construction, the optimal direction of the anchor rod is determined according to the attitude of the joint surface of the rock body;
the peripheral curtain grouting is used for grouting and plugging the gaps of rock masses around the tunnel in a section with large water inflow, so that the large discharge of underground water is limited, an original water system is protected from being damaged, a grouting pipe is a hot-rolled seamless steel pipe with the outer diameter of 42mm and the wall thickness of 4.0mm, a grout stop plug is arranged at the tail of the steel pipe according to the size of a drilled hole, grouting holes with the diameter of 8mm are drilled on the periphery of the pipe wall, 15cm of grouting holes are not formed at the tail of the steel pipe, and the distance between the steel pipes is 200 x 200cm.
Example 6:
in this embodiment, based on the above embodiment, the v-level surrounding rock section is further defined, and for both the forward tunnel and the backward tunnel, three-step annular pre-reserved core soil excavation is adopted; in the IV-level surrounding rock section, excavating a front tunnel by adopting a two-step core soil retaining method, and excavating a rear tunnel by adopting a three-step method; the backward tunnel is excavated after the secondary lining of the forward tunnel is finished to be not less than 40m and reaches the design strength, and the secondary lining of the forward tunnel is always more than the secondary lining of the forward tunnel and the backward tunnel by not less than 40m; in the preceding tunnel and the following tunnel, the left side and the right side of the lower step are excavated and staggered by 5-10 m, and the arch part adopts a smooth blasting technology. In order to effectively change the bias stress state of the advanced tunnel and the stress concentration state at the joint, engineering practice shows that as shown in fig. 3, the construction process is Z1 → Z2 → Z2 → Y1 → Y2 → Y3 → Y4, and in a V-level surrounding rock section, a three-step annular reserved core soil method is adopted for excavating the advanced tunnel and the backward tunnel; in the IV-level surrounding rock section, the front tunnel is excavated by a two-step core soil remaining method, and the rear tunnel is excavated by a three-step method. The backward tunnel is excavated after the secondary lining of the forward tunnel is finished to be not less than 40m and reaches the design strength, and the secondary lining of the forward tunnel is always more than the secondary lining of the forward tunnel by not less than 40m. In the preceding tunnel and the following tunnel, the left side and the right side of the lower step are excavated with the staggered length of 5-10 m. The arch part adopts a smooth blasting technology to protect the stability of surrounding rocks to the maximum extent, reduce the excess excavation amount and improve the bearing capacity of primary support.
Example 7:
in this embodiment, on the basis of the above embodiments, it is further limited that the primary support steel frame of the backward tunnel should be connected with the primary support steel frame of the forward tunnel as a whole by welding, and an anti-slip stop block should be welded at the lower end of the joint, and in hard rock, after the backward tunnel is reserved for rock pillar excavation, the net should be hung in time to spray concrete, so as to round and smooth the joint of the intermediate wall. In order to ensure the construction quality of the joint and improve the bias stress condition of the intermediate wall, the primary support steel frame of the backward tunnel is generally connected with the primary support steel frame of the forward tunnel into a whole in a welding mode, and an anti-skid block is welded at the lower end of the joint to prevent backward movement
The steel frame at the joint of the tunnel is displaced, and in hard rock, after reserved rock pillars of the backward tunnel are excavated, the net should be hung in time to spray concrete, and the joint of the middle partition wall is rounded to avoid cracking of the lining of the forward tunnel caused by overlarge stress concentration during excavation of the front upper step.
Example 8:
in this embodiment, on the basis of the above embodiments, it is further defined that the advanced tunnel should be used for foundation treatment and end anchorage of the intermediate wall foundation in time, and the advanced tunnel should be connected with the upper end of the intermediate wall as soon as possible. In the construction, the first tunnel should be used for foundation treatment and end anchoring of the base of the intermediate wall in time, and the preliminary support of the second tunnel should be connected with the upper end of the intermediate wall as soon as possible to bear force together, so as to improve the bias stress state of the intermediate wall.
Example 9:
in this embodiment, on the basis of the above embodiment, it is further limited that a damping layer is laid between the preliminary bracing of the preceding tunnel and the secondary lining, rock pillars are reserved in the middle partition wall of the following tunnel, and multiple-round excavation with multiple surrounding holes and small dosage is adopted, and a field blasting test scheme and blasting vibration monitoring work of the following tunnel are timely carried out. In order to ensure the quality of the advanced tunnel secondary lining, shock absorption measures are adopted, such as laying a shock absorption layer between the advanced tunnel primary support and the secondary lining, reserving rock pillars on a partition wall of the backward tunnel, adopting a multi-drilling (peripheral holes), small-dosage and multi-cycle excavation scheme, timely developing a field blasting test scheme and blasting vibration monitoring work of the backward tunnel, and strictly controlling the blasting vibration speed.
Example 10:
the control of the construction step distances of the advancing tunnel and the backward tunnel is the key point for reducing the surrounding rock disturbance, so the construction step distances of the advancing tunnel and the backward tunnel are further limited in the embodiment on the basis of the embodiment, as shown in fig. 4, the step distance between the tunnel face of the advancing tunnel and the tunnel face of the backward tunnel is more than or equal to 120 linear meters, and the step distance between the secondary lining of the advancing tunnel and the secondary lining of the backward tunnel is more than or equal to 90 linear meters.
While embodiments of the invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.
Claims (10)
1. A composite middle wall multi-arch tunnel single tunnel construction method is characterized by comprising the following steps:
(1) Performing advanced tunnel excavation, and treating the mid-partition foundation according to a construction drawing;
(2) Binding an intermediate wall steel reinforcement framework according to an intermediate wall foundation, then carrying out primary support on the good preceding tunnel, and spraying and building the bound intermediate wall steel reinforcement framework into a whole to form an intermediate wall;
(3) Pouring and filling an inverted arch of the tunnel in advance;
(4) Laying a first tunnel waterproof layer, and performing secondary lining pouring of the first tunnel;
(5) Excavating the upper part of the backward tunnel, installing a joint with the intermediate wall in the excavated backward tunnel, and then performing primary support on the upper part of the excavated backward tunnel;
(6) Reserving rock pillars at the middle partition wall part of the backward tunnel, then excavating the lower part of the backward tunnel, and after the excavation is finished, carrying out primary support on the lower part of the backward tunnel;
(7) Excavating reserved rock pillars at the middle partition wall part of the backward tunnel, performing primary support on the excavated part of the backward tunnel to enable the excavated part of the backward tunnel and the primary support of the previous backward tunnel to be closed into a ring, and completing the pouring and filling of the inverted arch of the backward tunnel;
(8) And finally, laying a waterproof layer of the backward tunnel, and pouring a secondary lining of the backward tunnel.
2. The method for constructing a composite middle-wall multi-arch tunnel single tunnel according to claim 1, wherein the excavation span of the leading tunnel is 0.8 to 1.2m larger than that of the trailing tunnel.
3. The method for constructing a composite middle-wall multi-arch tunnel single tunnel according to claim 1 or 2, wherein if the leading tunnel or the trailing tunnel is a surrounding rock of class V or IV, the primary support of the leading tunnel or the trailing tunnel is composed of an I-steel arch frame, radial anchor rods, a reinforcing mesh and sprayed concrete, and the I-steel arch frame is adopted to hang the reinforcing mesh and spray and anchor combined support; if the advanced tunnel or the backward tunnel is the class-III surrounding rock, the primary support consists of radial anchor rods, reinforcing mesh and sprayed concrete, the steel arch frames are connected by longitudinal steel bars, and are welded with the radial anchor rods and the reinforcing mesh into a whole and are closely attached to the surrounding rock to form a reinforced concrete structure with a bearing structure; the sprayed concrete adopts a wet spraying process.
4. The method as claimed in claim 1 or 2, wherein if the leading tunnel or the trailing tunnel is a v, iv grade surrounding rock, a v grade surrounding rock, an iv grade surrounding rock tunnel portal shallow buried segment and a fault fracture zone segment, the secondary lining is made of reinforced concrete structure, and the reasonable time for constructing the secondary lining is determined according to the construction monitoring measurement data.
5. The method for constructing the single tunnel of the combined type middle wall multi-arch tunnel according to claim 1 or 2, characterized by further comprising tunnel auxiliary construction measures, wherein the tunnel auxiliary construction measures comprise a tunnel portal advanced long pipe shed, an advanced small pipe in the tunnel, an advanced anchor rod and peripheral curtain grouting.
6. The method for constructing the single tunnel of the combined type middle wall multi-arch tunnel according to claim 1 or 2, wherein a three-step annular reserved core soil method is adopted for excavating a front-going tunnel and a rear-going tunnel in a V-level surrounding rock section; in the IV-level surrounding rock section, excavating the front tunnel by adopting a two-step core soil retaining method, and excavating the rear tunnel by adopting a three-step method; the backward tunnel is excavated after the secondary lining of the forward tunnel is finished to be not less than 40m and reaches the design strength, and the secondary lining of the forward tunnel always exceeds the secondary lining of the forward tunnel by not less than 40m; in the preceding tunnel and the following tunnel, the left side and the right side of the lower step are excavated and staggered by 5-10 m, and the arch part adopts a smooth blasting technology.
7. The method as claimed in claim 1 or 2, wherein the preliminary bracing steel frames of the following tunnel are integrally connected with the preliminary bracing steel frames of the preceding tunnel by welding, the anti-slip stopper is welded to the lower end of the joint, and the joint of the intermediate wall is rounded by hanging a net and spraying concrete in the hard rock after the reserved rock pillar of the following tunnel is excavated.
8. The method as claimed in claim 1 or 2, wherein the preliminary tunnel is used as a foundation for the foundation of the intermediate wall foundation and is anchored by the end, and the preliminary support of the following tunnel is integrated with the upper end of the intermediate wall as soon as possible.
9. The method as claimed in claim 1 or 2, wherein a shock-absorbing layer is laid between the preliminary tunnel support and the secondary lining, and the middle wall of the following tunnel is reserved with rock pillars and is excavated in a multi-hole, small-dosage and multi-cycle manner, and a field blasting test scheme and blasting vibration monitoring work of the following tunnel are timely performed.
10. The method for constructing a single tunnel of a composite type middle-wall multi-arch tunnel according to claim 1 or 2, wherein the step distance between the face of the preceding tunnel and the face of the following tunnel is not less than 120 linear meters, and the step distance between the secondary lining of the preceding tunnel and the secondary lining of the following tunnel is not less than 90 linear meters.
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