A replacement strut type CRD construction method and construction structure adapted to large-scale mechanical excavation

Abstract

A replacement strut type CRD construction method and construction structure applicable to large mechanical excavation, characterized in that the replacement strut type CRD construction method and construction structure for large mechanical excavation sequentially excavate the left upper pilot tunnel (1-1), the right upper pilot tunnel (1-2), the right lower pilot tunnel (1-3), and the left lower pilot tunnel (1-4) through the replacement strut method; when excavating the left upper pilot tunnel (1-1) or the right lower pilot tunnel (1-3), the excavation of the chamber is laterally carried out to cross the vertical center line of the tunnel to leave an operation space for the construction of large excavation machinery. When the tunnel construction is carried out by using the present invention, the disadvantages of insufficient operation space in the application of large excavation machinery by using the traditional tunnel construction method can be made up, and a method is provided for the construction of large excavation machinery in large-section tunnels with soft surrounding rocks.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel construction methods. Specifically, the present invention relates to a replacement bracing type CRD construction method and construction structure adapted to large-scale mechanical excavation, which is a construction method for excavating large-section tunnels with large-scale mechanical excavation in soft surrounding rocks. Background Art

[0002] Common construction methods for large-section tunnels in soft surrounding rocks include the double-sided drift method, the CRD method (the full name is the cross middle diaphragm method), the CD method (the full name is the middle diaphragm method), the bench method, etc.

[0003] The double-sided drift method divides the designed excavation section into left, middle, and right sections. First, the two side sections of the tunnel are excavated, and temporary middle diaphragms for vertical support are constructed. Then, the middle section is excavated in parts.

[0004] The CRD method divides the designed excavation section into left and right sections. First, one side of the tunnel is excavated by the bench method, and the vertical support of the middle diaphragm and the cross diaphragm are constructed. Then, the other side of the tunnel is excavated by the bench method, and the cross diaphragm is constructed.

[0005] The CD method divides the designed excavation section into left and right sections. First, one side of the tunnel is excavated, and the vertical support of the middle diaphragm is constructed. Then, the other side is excavated.

[0006] The bench method divides the designed excavation section into upper and lower sections (or upper, middle, and lower sections), and is excavated in sequence from top to bottom in several times to form the shape.

[0007] When constructing by the double-sided drift method, the CRD method, and the CD method, due to the existence of the temporary middle diaphragm, the lateral divided space of the tunnel is narrow, and it cannot meet the construction operation space of large-scale excavation machinery. When the bench method is used for large-section construction in soft surrounding rocks, the short bench method is often used, and the longitudinal sectional distance is small, and large-scale excavation machinery cannot be accommodated.

[0008] There is a serious mismatch in space between the traditional sectional construction method and large-scale excavation machinery. The application of large-scale excavation machinery in the construction of large-section tunnels in soft surrounding rocks is extremely restricted by the traditional construction method.

[0009] With the continuous development of highway tunnel construction, the construction mechanization level is getting higher and higher, and some problems have also emerged. Among them, the mismatch between the construction method and large-scale excavation machinery is a relatively typical problem.

[0010] Tunnel construction machinery can be mainly divided into three categories according to the tunnel construction process, including excavation machinery, primary support construction machinery, and secondary lining construction machinery. At present, the application of primary support construction machinery and secondary lining construction machinery in China has been very common, while the application of tunnel excavation machinery is still in the development stage, and tunnel excavation still mainly relies on blasting excavation.

[0011] At present, the tunnels passing through existing buildings (structures) are becoming more diverse, the construction requirements are becoming stricter, and the demand for non-blasting excavation is increasing. The mechanical excavation method for some cross-sections has gradually developed from small machinery such as excavators, hydraulic breakers, and milling machines to large machinery such as single-boom roadheaders.

[0012] The construction methods for large cross-section tunnels in soft surrounding rocks still mainly include traditional double-side drift method, CRD method, CD method, and short bench method, etc. When using large machinery for excavation, there are problems such as limited construction space and low excavation efficiency, which severely restrict the application of large excavation machinery in the construction of large cross-section tunnels in soft surrounding rocks.

[0013] To make up for the deficiencies of existing construction methods and meet the application requirements of large excavation machinery, the present invention provides a simple and safe construction method for large cross-section tunnels in soft surrounding rocks, which can provide sufficient construction space for large excavation machinery and provides a method for using large excavation machinery in the construction of large cross-section tunnels in soft surrounding rocks. Summary of the Invention

[0014] The present invention provides a replacement strut type CRD construction method and construction structure suitable for large machinery excavation, aiming to solve the technical problems of limited construction space in the CRD construction method for large cross-section tunnels in soft surrounding rocks and inability to use large excavation machinery for construction.

[0015] The technical solution of the present invention is as follows:

[0016] A replacement strut type CRD construction method suitable for large machinery excavation, characterized in that the replacement strut type CRD construction method for large machinery excavation sequentially excavates the left upper pilot tunnel 1-1, the right upper pilot tunnel 1-2, the right lower pilot tunnel 1-3, and the left lower pilot tunnel 1-4 by means of replacement struts; it includes the following steps:

[0017] (1) Excavate the left upper pilot tunnel 1-1 and laterally excavate the chamber to the right side beyond the vertical center line of the tunnel, and construct the primary support one 2-1 and the temporary support one within the corresponding range.

[0018] The primary support one 2-1 is the primary support constructed along the side wall of the left upper pilot tunnel. The temporary support one includes the temporary vertical support one 3-1 constructed on the middle wall to the right side of the vertical center line of the tunnel and the temporary cross strut one 3-2a constructed on the partition board.

[0019] (2) After the left upper pilot tunnel is longitudinally excavated for a certain distance, a temporary vertical support 3-3a is constructed on the left side of the left upper pilot tunnel, which is located to the left of the vertical center line of the tunnel, as a replacement support, and the previously constructed temporary vertical support 3-1 within the corresponding range is removed.

[0020] The construction of the temporary vertical support 3-3a in the left upper pilot tunnel is a vertical support constructed between the top of the side wall of the left upper pilot tunnel and the left cross partition.

[0021] (3) Excavate the right upper pilot tunnel 1-2, and construct the initial support 2-2 and temporary support within the corresponding range.

[0022] The initial support 2-2 is a support constructed along the side wall of the right upper pilot tunnel, and the temporary support is a temporary cross support 3-2b constructed for the right cross partition.

[0023] (4) Excavate the right lower pilot tunnel 1-3 and laterally excavate the chamber to reach the lower position corresponding to the temporary vertical support 3-3a on the left side beyond the vertical center line of the tunnel, and construct the initial support 2-3 and temporary support within the corresponding range, and remove the temporary cross support 3-2b within the corresponding range.

[0024] The initial support 2-3 is a support constructed along the side wall of the right lower pilot tunnel, and the temporary support is a temporary vertical support 3-3b constructed for the middle wall on the left side of the vertical center line of the tunnel and a vertical support is constructed corresponding to the position of the temporary vertical support 3-3a.

[0025] (5) Construct the secondary lining 4-1 of part of the invert and the invert backfill 5-1 of the right lower pilot tunnel, and construct a temporary vertical support 3-4 on the right side of the vertical center line of the tunnel as a replacement support.

[0026] The constructed temporary vertical support 3-4 is a vertical support constructed between the top of the side wall of the right upper pilot tunnel and the invert backfill 5-1 at the bottom of the side wall of the right lower pilot tunnel and is constructed parallel to the temporary vertical support 3-3a.

[0027] (6) Remove the previously constructed temporary vertical support 3-3a, temporary support 3-3b, and temporary cross support 3-2a within the corresponding range of the left lower pilot tunnel 1-4, excavate the left lower pilot tunnel 1-4, and construct the initial support 2-4 within the corresponding range; the constructed initial support 2-4 is a support constructed along the side wall of the left lower pilot tunnel.

[0028] (7) Construct the remaining secondary lining 4-2 of the invert and the invert backfill 5-2; the remaining secondary lining 4-2 of the invert and the invert backfill 5-2 refer to the construction of the secondary lining 4-2 of the invert and the invert backfill 5-2 within the left lower pilot tunnel 1-4.

[0029] (8) Remove the temporary vertical support 3-4 inside the completed tunnel excavation, and pour the secondary lining 4-3 of the arch wall; the pouring of the secondary lining 4-3 of the arch wall means to construct on the top and side of the tunnel.

[0030] In the described method for constructing a replacement support type CRD suitable for large-scale mechanical excavation, successively excavate the left upper pilot tunnel 1-1, the right upper pilot tunnel 1-2, the right lower pilot tunnel 1-3, and the left lower pilot tunnel 1-4. Among them, the successive excavation means that the subsequent pilot tunnel is excavated after the previous pilot tunnel has been longitudinally excavated for a certain distance, that is, the right upper pilot tunnel is excavated after the left upper pilot tunnel has been longitudinally excavated for a certain distance, and the right lower pilot tunnel is excavated after the right upper pilot tunnel has been longitudinally excavated for a certain distance, and so on; the certain distance of excavation refers to the conventional excavation distance in the CRD method excavation project.

[0031] In the described method for constructing a replacement support type CRD suitable for large-scale mechanical excavation, the transverse width of the left upper pilot tunnel 1-1 chamber exceeds 1 / 2 of the total transverse width of the upper left and right chambers.

[0032] In the described structure for constructing a replacement support type CRD suitable for large-scale mechanical excavation, it includes the left upper pilot tunnel 1-1, the right upper pilot tunnel 1-2, the right lower pilot tunnel 1-3, and the left lower pilot tunnel 1-4 that are successively excavated at intervals of a longitudinal excavation distance; the transverse width of the left upper pilot tunnel 1-1 chamber exceeds 1 / 2 of the total transverse width of the upper left and right chambers; starting from the starting end of the right upper pilot tunnel 1-2, a temporary vertical support 3-3a is provided on the left side of the tunnel vertical center line in the left upper pilot tunnel 1-1 for support; the transverse width of the right lower pilot tunnel 1-3 chamber exceeds 1 / 2 of the total transverse width of the lower left and right chambers; starting from the starting end of the right lower pilot tunnel 1-3, a temporary vertical support 3-4 is provided on the right side of the tunnel vertical center line in the connected chamber of the right upper and lower pilot tunnels for support; in the right lower pilot tunnel 1-3, a first inverted arch secondary lining 4-1 and a first inverted arch backfill 5-1 are provided, and the bottom of the temporary vertical support 3-4 supports on the first inverted arch backfill 5-1 and the top supports on the top of the tunnel side wall; in the left lower pilot tunnel 1-4, a second inverted arch secondary lining 4-2 and a second inverted arch backfill 5-2 are provided corresponding to the first inverted arch secondary lining 4-1 and the first inverted arch backfill 5-1 and are integrally connected; the secondary lining 4-3 of the arch wall is poured inside the completed tunnel.

[0033] Advantages of the present invention

[0034] When using the present invention for tunnel construction, it can make up for the deficiency of insufficient operation space in the application of large-scale excavation machinery in the traditional tunnel construction method, and provides a method for using large-scale excavation machinery in the construction of large-section tunnels in soft surrounding rocks. Description of the drawings

[0035] Figures 1 to 8The sectional schematic diagram of the construction procedure of the support-changing type CRD construction method of the present invention from construction step 1 to construction step 8.

[0036] Figure 9 The plan schematic diagram of the construction procedure of the support-changing type CRD construction method of the present invention.

[0037] Figure 10 The plan schematic diagram of the construction structure of the support-changing type CRD construction method of the present invention.

[0038] Explanation of the drawing reference numbers:

[0039] The left upper pilot tunnel 1-1, the primary support 1 2-1, the temporary vertical support 1 3-1, the temporary cross brace 1 3-2a; the temporary vertical strut 1 3-3a; the large-scale machine A

[0040] The right upper pilot tunnel 1-2, the primary support 2 2-2, the temporary cross brace 2 3-2b;

[0041] The right lower pilot tunnel 1-3, the primary support 3 2-3, the temporary vertical support 2 3-3b, the invert secondary lining 1 4-1, the invert backfill 1 5-1, the temporary vertical strut 2 3-4;

[0042] The left lower pilot tunnel 1-4, the primary support 4 2-4, the invert secondary lining 2 4-2 and the invert backfill 2 5-2; the arch wall secondary lining 4-3 is cast. Specific implementation manners

[0043] For clearly understanding the technical solution of the present invention, the specific implementation manners of the present invention are described in detail below with reference to the drawings.

[0044] Refer to Figures 1-9 The shown construction procedure is a support-changing type CRD construction method applicable to large-scale machine excavation of the present invention. The support-changing type CRD construction method for large-scale machine excavation sequentially excavates the left upper pilot tunnel 1-1, the right upper pilot tunnel 1-2, the right lower pilot tunnel 1-3, and the left lower pilot tunnel 1-4 by means of support changing; it includes the following steps:

[0045] (1) Excavate the left upper pilot tunnel 1-1 and laterally make the chamber excavation reach the right side of the vertical center line of the tunnel, and construct the primary support 1 2-1 and the temporary support 1 within the corresponding range; refer to Figure 1 、 9 shown, so as to provide sufficient construction space for the large-scale machine A;

[0046] The primary support 1 2-1 is the primary support constructed along the side wall of the left upper pilot tunnel. The temporary support 1 includes the temporary vertical support 1 3-1 constructed for the middle partition wall on the right side of the vertical center line of the tunnel and the temporary cross brace 1 3-2a constructed for the partition board;

[0047] (2) After the left upper pilot tunnel is longitudinally excavated for a certain distance, a temporary vertical support 3-3a is constructed on the left side of the vertical center line of the tunnel in the left upper pilot tunnel as a replacement support, and the previously constructed temporary vertical support 3-1 within the corresponding range is removed; see Figure 2 、 9 as shown in

[0048] The construction of the temporary vertical support 3-3a in the left upper pilot tunnel is a vertical support constructed between the top of the tunnel side wall of the left upper pilot tunnel and the left cross diaphragm;

[0049] (3) Excavate the right upper pilot tunnel 1-2, and construct the initial support 2-2 and temporary support in the corresponding range; see Figure 3 、 9 as shown in

[0050] The initial support 2-2 is a support constructed along the tunnel side wall of the right upper pilot tunnel, and the temporary support is a temporary cross support 3-2b constructed for the right cross diaphragm;

[0051] (4) After the right upper pilot tunnel is longitudinally excavated for a certain distance, excavate the right lower pilot tunnel 1-3 and laterally excavate the chamber to cross the left side of the vertical center line of the tunnel to reach the lower position corresponding to the temporary vertical support 3-3a, and construct the initial support 2-3 and temporary support in the corresponding range, and remove the temporary cross support 3-2b in the corresponding range; see Figure 4 、 9 as shown in

[0052] The initial support 2-3 is a support constructed along the tunnel side wall of the right lower pilot tunnel, and the temporary support is a temporary vertical support 3-3b constructed for the middle partition wall on the left side of the vertical center line of the tunnel and a vertical support is constructed corresponding to the position of the temporary vertical support 3-3a;

[0053] (5) Construct the secondary lining 4-1 of part of the inverted arch of the right lower pilot tunnel and the inverted arch backfill 5-1, and construct a temporary vertical support 3-4 on the right side of the vertical center line of the tunnel as a replacement support; see Figure 5 、 9 as shown in

[0054] The construction of the temporary vertical support 3-4 is a vertical support constructed between the top of the tunnel side wall of the right upper pilot tunnel and the inverted arch backfill 5-1 at the bottom of the tunnel side wall of the right lower pilot tunnel and is constructed parallel to the temporary vertical support 3-3a;

[0055] (6) After the right lower pilot tunnel is longitudinally excavated for a certain distance, remove the previously constructed temporary vertical support 3-3a, temporary support 3-3b and temporary cross support 3-2a within the corresponding range of the left lower pilot tunnel 1-4, excavate the left lower pilot tunnel 1-4, and construct the initial support 2-4 in the corresponding range; the construction of the initial support 2-4 is a support constructed along the tunnel side wall of the left lower pilot tunnel; seeFigure 6 , 9 as shown in

[0056] (7) After the left lower pilot tunnel is longitudinally excavated for a certain distance, the remaining inverted arch secondary lining II-4-2 and inverted arch backfill II-5-2 are constructed; the remaining inverted arch secondary lining II-4-2 and inverted arch backfill II-5-2 refer to the construction of the inverted arch secondary lining II-4-2 and inverted arch backfill II-5-2 in the left lower pilot tunnel 1-4; see Figure 7 , 9 as shown in

[0057] (8) The temporary vertical strut II-3-4 in the excavated tunnel is removed, and the arch wall secondary lining 4-3 is poured; the pouring of the arch wall secondary lining 4-3 means that it is constructed on the top and side of the tunnel. See Figure 8 , 9 as shown in

[0058] In a replacement strut type CRD construction method applicable to large mechanical excavation, the left upper pilot tunnel 1-1, the right upper pilot tunnel 1-2, the right lower pilot tunnel 1-3, and the left lower pilot tunnel 1-4 are excavated in sequence. The sequential excavation means that the subsequent pilot tunnels are excavated after the previous pilot tunnel is longitudinally excavated for a certain distance, that is, the right upper pilot tunnel is excavated after the left upper pilot tunnel is longitudinally excavated for a certain distance, the right lower pilot tunnel is excavated after the right upper pilot tunnel is longitudinally excavated for a certain distance, and so on; the certain distance of excavation refers to the conventional excavation distance in the CRD method excavation project.

[0059] In a replacement strut type CRD construction method applicable to large mechanical excavation, the transverse width of the left upper pilot tunnel 1-1 chamber exceeds 1 / 2 of the total transverse width of the upper left and right chambers. This is to facilitate sufficient construction space for the large mechanical equipment A.

[0060] A strut-changing type CRD construction structure applicable to large-scale mechanical excavation, wherein it includes a left upper pilot tunnel 1-1, a right upper pilot tunnel 1-2, a right lower pilot tunnel 1-3, and a left lower pilot tunnel 1-4 excavated at intervals along the longitudinal excavation distance in sequence; the transverse width of the left upper pilot tunnel 1-1 chamber exceeds 1 / 2 of the total transverse width of the upper left and right chambers; starting from the starting end of the right upper pilot tunnel 1-2, a temporary vertical strut 3-3a is provided on the left side of the vertical center line of the tunnel for support in the left upper pilot tunnel 1-1; the transverse width of the right lower pilot tunnel 1-3 chamber exceeds 1 / 2 of the total transverse width of the lower left and right chambers; starting from the starting end of the right lower pilot tunnel 1-3, a temporary vertical strut 3-4 is provided on the right side of the vertical center line of the tunnel for support in the chamber where the right upper and lower pilot tunnels are connected; an inverted arch secondary lining 4-1 and an inverted arch backfill 5-1 are arranged in the right lower pilot tunnel 1-3, the bottom of the temporary vertical strut 3-4 supports on the inverted arch backfill 5-1, and the top supports on the top of the tunnel side wall; an inverted arch secondary lining 4-2 and an inverted arch backfill 5-2 are integrally connected in the left lower pilot tunnel 1-4 corresponding to the inverted arch secondary lining 4-1 and the inverted arch backfill 5-1; an arch wall secondary lining 4-3 is cast in the excavated tunnel.

Claims

1. A support-changing CRD construction method suitable for large-scale mechanical excavation, It is characterized in that The large-scale mechanical excavation replacement-type CRD construction method is to sequentially excavate the left upper guide tunnel (1-1), the right upper guide tunnel (1-2), the right lower guide tunnel (1-3), and the left lower guide tunnel (1-4) by replacement of supports; and comprises the following steps: (1) Excavate the left upper pilot tunnel (1-1) and excavate the cavern to the right side of the vertical centerline of the tunnel in the horizontal direction, and implement initial support 1 (2-1) and temporary support 1 within the corresponding range; The initial support 1 (2-1) is the initial support applied along the side wall of the left upper pilot tunnel, and the temporary support 1 includes the temporary vertical support 1 (3-1) applied to the middle partition wall on the right side of the vertical centerline of the tunnel and the temporary horizontal support 1 (3-2a) applied to the partition; (2) After the left upper pilot tunnel is longitudinally excavated for a certain distance, a temporary vertical support (3-3a) is constructed on the left upper pilot tunnel located slightly to the left of the vertical centerline of the tunnel as a replacement support and the temporary vertical support (3-1) constructed within the corresponding range is removed; A temporary vertical support (3-3a) is constructed in the left upper pilot tunnel, which is a vertical support constructed between the top of the left upper pilot tunnel side wall and the left diaphragm; (3) Excavate the upper pilot tunnel (1-2) on the right side, and construct the initial support 2 (2-2) and temporary support 2 within the corresponding range; Initial support 2 (2-2) is the support applied along the side wall of the upper pilot tunnel on the right side, and temporary support 2 is the temporary cross brace 2 (3-2b) applied to the right side diaphragm; (4) Excavate the right lower pilot tunnel (1-3) and excavate the cavern to the left side of the vertical centerline of the tunnel and reach the lower position of the corresponding temporary vertical support 1 (3-3a), and implement the initial support 3 (2-3) and temporary support 3 within the corresponding range, and remove the temporary horizontal support 2 (3-2b) within the corresponding range; Initial support three (2-3) is the support applied along the side wall of the right lower pilot tunnel, and temporary support three is the temporary vertical support two (3-3b) applied to the middle partition wall located on the left side of the vertical centerline of the tunnel and applied at the position corresponding to temporary vertical support one (3-3a); (5) Construct the secondary lining of the arch (4-1) and the backfill of the arch (5-1) on the right side of the lower pilot tunnel, and construct the temporary vertical support (3-4) as a replacement support on the right side of the vertical center line of the tunnel; The temporary vertical support 2 (3-4) is a vertical support constructed between the top of the right upper pilot tunnel side wall and the invert backfill 1 (5-1) at the bottom of the right lower pilot tunnel side wall and is constructed parallel to the temporary vertical support 1 (3-3a); (6) Remove the temporary vertical support 1 (3-3a), temporary vertical support 2 (3-3b) and temporary horizontal support 1 (3-2a) that have been installed in the corresponding range of the left lower guide tunnel (1-4), excavate the left lower guide tunnel (1-4), and install the initial support 4 (2-4) in the corresponding range; the initial support 4 (2-4) is installed along the side wall of the left lower guide tunnel; (7)Construct the remaining inverted arch secondary lining II (4-2) and inverted arch backfill II (5-2); the remaining inverted arch secondary lining II (4-2) and inverted arch backfill II (5-2) refer to constructing the inverted arch secondary lining II (4-2) and inverted arch backfill II (5-2) in the left lower pilot tunnel (1-4). (8)Demolish the temporary vertical strut II (3-4) in the completed tunnel excavation, and pour the arch wall secondary lining (4-3); the pouring of the arch wall secondary lining (4-3) means constructing on the top and side of the tunnel.

2. A replacement strut type CRD construction method applicable to large-scale mechanical excavation as claimed in claim 1, characterized in that, successively excavate the left upper pilot tunnel (1-1), the right upper pilot tunnel (1-2), the right lower pilot tunnel (1-3), and the left lower pilot tunnel (1-4). Among them, the successive excavation means that the subsequent pilot tunnel is excavated after the previous pilot tunnel has been longitudinally excavated for a certain distance, that is, the right upper pilot tunnel is excavated after the left upper pilot tunnel has been longitudinally excavated for a certain distance, the right lower pilot tunnel is excavated after the right upper pilot tunnel has been longitudinally excavated for a certain distance, and so on; the certain distance of excavation refers to the conventional excavation distance in the CRD method excavation project.

3. A replacement strut type CRD construction method applicable to large-scale mechanical excavation as claimed in claim 1, characterized in that, the transverse width of the left upper pilot tunnel (1-1) chamber exceeds 1 / 2 of the total transverse width of the upper left and right chambers.

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