CN112647978A - Construction method for leading small pilot tunnel of soft rock large-deformation tunnel - Google Patents
Construction method for leading small pilot tunnel of soft rock large-deformation tunnel Download PDFInfo
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- CN112647978A CN112647978A CN202011599126.7A CN202011599126A CN112647978A CN 112647978 A CN112647978 A CN 112647978A CN 202011599126 A CN202011599126 A CN 202011599126A CN 112647978 A CN112647978 A CN 112647978A
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- 238000010276 construction Methods 0.000 title claims abstract description 51
- 239000011435 rock Substances 0.000 title claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 30
- 239000010959 steel Substances 0.000 claims abstract description 30
- 238000000034 method Methods 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims description 26
- 239000002893 slag Substances 0.000 claims description 10
- 239000004567 concrete Substances 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 102220630762 Fibrinogen alpha chain_R38N_mutation Human genes 0.000 description 1
- 241000288049 Perdix perdix Species 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 230000032258 transport Effects 0.000 description 1
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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
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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Abstract
The invention discloses a construction method of a leading small pilot tunnel of a soft rock large deformation tunnel, which adopts the technical scheme that: designing support parameters including pilot tunnel section size, advanced support small conduit parameters and steel frame parameters; constructing a small duct advance support according to the support parameters; constructing the small pilot tunnel by a two-step method, and sequentially excavating the upper step and the lower step of the pilot tunnel, supporting the upper step and the lower step of the pilot tunnel and excavating and supporting the inverted arch of the pilot tunnel; and expanding and digging the circular section by adopting a three-step construction method. The invention releases pressure through the leading small pilot tunnel, and the expanding brush is closely followed, thereby ensuring construction progress and safety.
Description
Technical Field
The invention relates to the field of tunnel support, in particular to a construction method of a leading small pilot tunnel of a soft rock large-deformation tunnel.
Background
Since the first serious traffic tunnel weak surrounding rock large deformation occurs in the beginning of the 20 th century, the surrounding rock large deformation disaster cases occurring in tunnel engineering at home and abroad are frequent, and the method is a great problem which puzzles the underground engineering world. Overseas, such as the austria douen tunnel, the siplen tunnel from switzerland to italy, the hanan tunnel in japan, the austria arberg tunnel, etc., have undergone serious great deformation. In domestic projects such as the Zhuzhushan tunnel, the Taiwan wooden grid tunnel, the Lanwu-line Wujunling mountain tunnel, the corner-cut tunnel on the Qinghai-Tibet line, the Muzhai mountain road tunnel, the Partridge mountain tunnel on the national road 317 line and the like, large deformation of weak surrounding rocks with different degrees and different forms occurs, great difficulty is brought to project construction, and construction cost is greatly increased.
In order to effectively control the large deformation of the weak surrounding rock of the tunnel, scholars at home and abroad continuously analyze and summarize various large deformation examples of the surrounding rock of the tunnel, and the large deformation control technology of the surrounding rock of the tunnel is continuously developed. For example: the method is characterized by changing a straight wall into a curved wall, optimizing an excavation form, improving the supporting strength, adopting multilayer composite supporting and the like, but most of the existing supporting measures are from the perspective of passive stress and do not take the problem of thinking from the perspective of changing the stress of surrounding rocks.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a construction method of a leading small pilot tunnel of a soft rock large deformation tunnel, which ensures the construction progress and safety by releasing pressure through the leading small pilot tunnel and then closely following an expanding brush.
In order to achieve the purpose, the invention is realized by the following technical scheme:
the embodiment of the invention provides a construction method of a leading small pilot tunnel of a soft rock large deformation tunnel, which comprises the following steps:
designing support parameters including pilot tunnel section size, advanced support small guide pipe parameters and steel frame parameters;
constructing a small duct advance support according to the support parameters;
constructing the small pilot tunnel by a two-step method, and sequentially excavating the upper step and the lower step of the pilot tunnel, supporting the upper step and the lower step of the pilot tunnel and excavating and supporting the inverted arch of the pilot tunnel;
and expanding and digging the circular section by adopting a three-step construction method.
As a further implementation mode, the bottom surface of the small pilot tunnel is flush with the bottom surface of the main tunnel bed, and the inverted arch is closed.
As a further implementation mode, the pilot tunnel excavation support comprises a forepoling, a first-layer primary support, a second-layer primary support, a third-layer support and a secondary lining.
As a further implementation mode, for advanced support, a plurality of advanced grouting small ducts are arranged at intervals in the circumferential direction of a first circulating arch wall of a pilot tunnel, and the advanced grouting small ducts are arranged at intervals in the range of 120 degrees of an arch part from a second circulating arch wall; at least 1 ring is made for every 2 steel frames in the longitudinal direction.
As a further implementation mode, for the first-layer primary support, concrete is sprayed in a full-circle mode, a steel frame is arranged, and an arch wall is provided with a steel bar net piece; the second layer of primary supports and the first layer of primary supports are arranged in a staggered mode.
As a further implementation mode, the pilot tunnel adopts an upper step and a lower step, the original steps of the pilot tunnel are used as a platform during construction, the upper step of the pilot tunnel is arranged at the original middle step, and the arch part of the pilot tunnel is core soil of the original upper step.
As a further implementation mode, the original primary support tunnel face needs to be closed and a temporary inverted arch needs to be arranged on an upper step before the pilot tunnel is excavated.
As a further implementation mode, the once excavation length of the upper step is 0.5-1.0 m, and the once excavation length of the middle step and the lower step is 1-2 trusses.
As a further implementation mode, a three-step construction method is adopted to excavate the circular cross section, and the hole slag back pressure is backfilled at the position of the small pilot tunnel.
As a further implementation mode, the three-step method construction process comprises the following steps:
the method comprises the following steps of hole slag backfilling pilot hole → upper excavation and one-layer primary support → left and right staggered excavation and one-layer primary support of a middle step → dismantling the upper step primary support of the pilot hole → left and right staggered excavation and one-layer primary support of a lower step → two-layer primary support of an arch wall → bottom excavation → first, second and third-layer primary support of an inverted arch and inverted arch filling → third-layer primary support construction of the arch wall → radial grouting, long anchor rod and anchor cable construction → lining construction.
The beneficial effects of the embodiments of the invention described above are as follows:
(1) one or more embodiments of the invention avoid the phenomena of cracks, concrete block falling, arch center distortion and the like of the primary support structure caused by the conventional construction method; the deformation of the surrounding rock can be reduced by 50-70%, and the deformation rate of the surrounding rock is reduced by more than 50%.
(2) According to one or more embodiments of the invention, the construction parameters of the small pilot tunnel are designed, the bottom surface of the small pilot tunnel is flush with the bottom surface of the main tunnel, the inverted arch is closed, and the small pilot tunnel scheme can reduce the structural support stress by about 30-75%.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the invention and not to limit the invention.
FIG. 1 is a construction flow diagram according to one or more embodiments of the invention;
FIG. 2(a) is a cross-sectional comparison of a pilot small pilot hole and a pilot hole of the present invention in accordance with one or more embodiments;
FIG. 2(b) is a cross-sectional view of a leading minor pilot hole of the present invention in accordance with one or more embodiments;
FIG. 3 is a graphical illustration of lead minor pilot hole design engineering quantities in accordance with one or more embodiments of the present invention;
FIG. 4 is a schematic view of an enlarged circular cross-section of the present disclosure in accordance with one or more embodiments;
FIG. 5 is a three-step schematic view of an enlarged circular cross-section of the present disclosure in accordance with one or more embodiments;
fig. 6(a) -6 (h) are schematic diagrams of a reaming circular cross-section construction process according to one or more embodiments of the present invention.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
The first embodiment is as follows:
the embodiment provides a construction method of a leading small pilot tunnel of a soft rock large deformation tunnel, which comprises a small guide pipe leading support, pilot tunnel upper and lower step excavation, pilot tunnel upper and lower step support, pilot tunnel inverted arch excavation support and arch sheathing support in a severely deformed section as shown in figure 1.
Specifically, the size of a primary V-level soft rock clearance cross section constructed by double-layer support and long anchor rods is 12m × 10.8m (width × height), the size of a small pilot tunnel is designed to be 7m × 6.8m (width × height) according to actual conditions on site through theoretical calculation, the bottom surface of the small pilot tunnel is flush with the bottom surface of the main tunnel, and the inverted arch is closed. It can be calculated that the adoption of the small pilot tunnel scheme can reduce the structural supporting stress by about 42 percent.
Firstly, designing support parameters, as shown in fig. 2(a), 2(b) and 3, the support parameters are:
the section of the pilot tunnel is 7m multiplied by 6.8m (width multiplied by height), the bottom surface is level with the bottom surface of the main tunnel, the construction is carried out by adopting a two-step method, and the pilot tunnel is closed by adopting an inverted arch.
Advance support: a phi 42 small pipe for advanced grouting is arranged on the first circulating arch wall of the pilot tunnel, the length of the pipe is 3.0m, and the annular distance is 0.4 m; a phi 42 small advanced grouting conduit is arranged in the 120-degree range of the second cycle starting arch part, the length is 3.0m, and the annular distance is 0.4 m; and 1 cycle is performed every 2 steel frames in the longitudinal direction.
Thirdly, arranging H175 steel frames around the pilot tunnel for releasing the stress, arranging 4 steel frames at the opening of the pilot tunnel, wherein the distance is 0.5m, and the other distances are 0.7 m; the full-ring longitudinal connection adopts phi 22 steel bars, and the circumferential distance is 1.0 m; erecting 12 phi 22 mortar anchor rod locking feet with the length of 3m for each steel truss; phi 8 steel bar meshes are arranged on the arch wall, and the grid interval is 20cm multiplied by 20 cm; the arch wall is sprayed with C30 concrete, and the thickness is 33 cm.
Fourthly, C30 concrete is adopted in the inverted arch of the advance stress release pilot tunnel, and the thickness is 103 cm.
Further, the tunnel face sealing and the reinforcement process above the pilot tunnel are as follows:
the pilot tunnel adopts an upper step and a lower step, the original step of the main tunnel is used as a platform during construction, the upper step of the pilot tunnel is arranged at the original middle step, and the arch part of the pilot tunnel is the core soil of the original upper step; because the instability and collapse of the original upper-step primary support are easily caused when the upper step of the pilot tunnel is excavated, the tunnel face of the original primary support is closed and a temporary inverted arch is arranged on the upper step before the pilot tunnel is excavated, the deformation in the later period is reduced, and the safety is ensured.
Firstly, sealing the exposed step tunnel face before the construction of a stress release small pilot tunnel, and adopting phi 22 mortar anchor rods with the spacing of 1.2m multiplied by 1.2m and the length of 3.0 m; setting phi 8 steel bar meshes, wherein the grid spacing is 20cm multiplied by 20 cm; c30 concrete is sprayed, and the thickness is 10 cm.
Constructing a temporary inverted arch on an upper step, arranging H175 section steel at a distance of 0.7m, adopting phi 22 steel bars for longitudinal connection, and annularly arranging the steel bars at a distance of 1.0 m; c30 concrete with a thickness of 50cm was used.
Further, the excavation supporting process of the pilot tunnel comprises the following steps:
for two-step excavation, the once excavation length of the upper step is 1 arch truss, the once excavation length of the middle step and the lower step is 1-2 arch trusses, the length of the upper step is 5m, and the safety step pitch of the inverted arch is 30 m. Weak blasting is adopted for excavation, and an excavator is matched with a manual hand-held pneumatic pick to excavate when necessary.
The width of the pilot tunnel is 7m, vehicles cannot be staggered side by side, all mechanical equipment needs to be parked in a main tunnel range outside the pilot tunnel, an excavator enters slag skimming after single working face excavation, the excavator exits after the slag skimming is completed, the loader transports the arch centering to the working face in a reverse mode and carries out slag tapping operation, vehicles which tap slag at each time need to be poured into a tunnel face at a pilot tunnel mouth, and vehicles can be staggered on a transverse channel or a staggered lane outside the pilot tunnel. The supporting operation is the same as the construction of two common steps.
The guide tunnel excavation supporting parameters comprise:
firstly, advance support: a phi 42 advanced grouting small conduit is arranged in the 120-degree range of the arch part, the length is 3.0m, the annular spacing is 0.4m, and 1 ring is constructed for every 2 steel frames in the longitudinal direction.
The first layer of primary support: c30 concrete is sprayed in a full-circle mode, and the thickness is 33 cm; h175 steel frames are arranged in a full circle, and the spacing is 1 truss per 0.7 m; erecting 12 phi 22 mortar anchor rods for locking feet for each steel truss, wherein the anchor rods are 4.5m long; the arch wall is provided with phi 8 reinforcing steel bar meshes, and the grid interval is 20cm multiplied by 20 cm.
Third, the second layer of preliminary bracing: h175 section steel is arranged in a full ring, 0.7 m/roof truss is arranged in a staggered mode with the first layer of primary support steel frames. C30 concrete is sprayed in a full-circle mode, and the thickness is 25 cm; the arch wall is provided with phi 8 reinforcing steel bar meshes, and the grid spacing is 20cm multiplied by 20 cm; and each steel truss is provided with 12 phi 22 mortar anchor rods for locking feet, and the length is 3 m.
And fourthly, the arch wall adopts phi 42 small guide pipes for radial grouting, the length of each small guide pipe is 4.0m, the longitudinal distance of the rings is 1.2m multiplied by 1.2m, and single-fluid grouting is adopted for grouting.
Fifthly, the side wall is provided with R38N self-advancing anchor rods with the length of 8m, 8 bolts are arranged in each ring, and the longitudinal distance is 0.7 m. The self-advancing anchor rod is abutted against the steel frame to lock the steel frame.
Sixthly, arranging 4 x phi 15.2mm anchor cables with the length of 15m on the side wall, wherein the length of the anchoring section is 5.5m, 8 anchor cables are arranged in each ring, the longitudinal distance is 2.8m, and the anchor cables are tensioned and then anchored and grouted in full length.
Seventhly, inverted arch truss: the inverted arch truss is arranged by adopting H175 section steel, the longitudinal distance is 1.4 m/roof truss, and the longitudinal connection adopts H175 section steel, the distance is 3 m. The truss upper beam is positioned 20cm below the inverted arch filling top surface.
And the third layer of support: c30 reinforced concrete is sprayed in a full ring mode, and the thickness is 40 cm; the steel bar adopts phi 22 main bars @20cm, phi 14 longitudinal bars @25cm and phi 8 stirrups @25cm in the circumferential direction.
Ninthly, secondary lining: the full-ring C35 reinforced concrete is 70cm thick; the lining reinforcing steel bar adopts phi 25 main bars @20cm in the circumferential direction, and is arranged at intervals of double bars, wherein phi 14 longitudinal bars @25cm, and phi 8 stirrups @25 cm.
This embodiment is through leading little pilot tunnel release pressure, and the brush is expanded with following closely, guarantees construction progress and safety.
Further, as shown in fig. 4 and 5, the construction method of expanding and digging the circular cross section adopts a three-step construction method to dig the circular cross section, the expanding and digging width of the left side and the right side is about 3m, and the expanding and digging width of the arch top and the bottom is 3.5 m. The excavation method adopts backfilling hole slag back pressure at the position of a small pilot tunnel, adopts a three-step method for construction, the step is excavated at the upper part, the middle part and the lower part, and the three-step method construction procedures are shown as figures 6(a) to 6 (h):
firstly, backfilling a tunnel slag pilot tunnel → excavating on the upper part and primarily supporting the upper part by a layer → excavating the left and right sides of the middle step in a staggered manner and primarily supporting the left and right sides of the middle step → dismantling the primary support of the upper step of the pilot tunnel → excavating the left and right sides of the lower step in a staggered manner and primarily supporting the first layer → primarily supporting the second layer of the arch wall → excavating the bottom part (picking up the bottom) → primarily supporting the first, second and third layers of the inverted arch and filling the inverted arch → constructing the third layer of the arch wall → 0 radially grouting, long anchor rod and anchor cable construction (combining according to the requirement of a test section) → 1 lining construction.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. A construction method for a leading small pilot tunnel of a soft rock large deformation tunnel is characterized by comprising the following steps:
designing support parameters including pilot tunnel section size, advanced support small guide pipe parameters and steel frame parameters;
constructing a small duct advance support according to the support parameters;
constructing the small pilot tunnel by a two-step method, and sequentially excavating the upper step and the lower step of the pilot tunnel, supporting the upper step and the lower step of the pilot tunnel and excavating and supporting the inverted arch of the pilot tunnel;
and expanding and digging the circular section by adopting a three-step construction method.
2. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel as claimed in claim 1, wherein the bottom surface of the small pilot tunnel is flush with the bottom surface of the main tunnel bed, and the inverted arch is closed.
3. The construction method of the small forepoling of the soft rock large deformation tunnel according to claim 1, characterized in that the pilot tunnel excavation support comprises forepoling, first-layer primary support, second-layer primary support, third-layer support and secondary lining.
4. The construction method of the small pilot tunnel of the soft rock large deformation tunnel according to claim 3, characterized in that for the advance support, a plurality of small pilot grouting pipes are arranged at intervals in the circumferential direction of the first circulating arch wall of the pilot tunnel, and the small pilot grouting pipes are arranged at intervals in the range of 120 degrees in the arch part from the second circulating arch wall; at least 1 ring is made for every 2 steel frames in the longitudinal direction.
5. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel according to claim 3, characterized in that for the first layer of primary support, concrete is sprayed in a full circle, a steel frame is arranged, and an arch wall is provided with a steel bar net piece; the second layer of primary supports and the first layer of primary supports are arranged in a staggered mode.
6. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel according to claim 1, characterized in that the pilot tunnel adopts an upper step and a lower step, the original steps of the main tunnel are used as a platform during construction, the upper step of the pilot tunnel is arranged at the original middle step, and the arch part of the pilot tunnel is the core soil of the original upper step.
7. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel according to claim 6, characterized in that before pilot tunnel excavation, the original primary support tunnel face needs to be closed and a temporary inverted arch needs to be arranged on an upper step.
8. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel as claimed in claim 6, wherein the length of one excavation of the upper step is 0.5-1.0 m, and the length of one excavation of the middle and lower steps is 1-2 trusses.
9. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel according to claim 1, characterized in that a three-step construction method is adopted to excavate to a circular cross section, and a backfill hole slag back pressure is adopted at the position of the small pilot tunnel.
10. The construction method of the leading small pilot tunnel of the soft rock large deformation tunnel according to claim 9, characterized in that the three-step construction process comprises:
the method comprises the following steps of hole slag backfilling pilot hole → upper excavation and one-layer primary support → left and right staggered excavation and one-layer primary support of a middle step → dismantling the upper step primary support of the pilot hole → left and right staggered excavation and one-layer primary support of a lower step → two-layer primary support of an arch wall → bottom excavation → first, second and third-layer primary support of an inverted arch and inverted arch filling → third-layer primary support construction of the arch wall → radial grouting, long anchor rod and anchor cable construction → lining construction.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115263322A (en) * | 2022-08-09 | 2022-11-01 | 中铁十六局集团路桥工程有限公司 | Construction method suitable for ultra-large cross-tunnel door hiding room of weak surrounding rock |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102926757A (en) * | 2012-09-07 | 2013-02-13 | 中铁五局（集团）有限公司 | Construction method of two-sidestep and four-step excavation support of weak large-span tunnel of mountain ridge |
| CN104653197A (en) * | 2014-12-15 | 2015-05-27 | 中铁第四勘察设计院集团有限公司 | Method for constructing extra-large variable cross section tunnel |
| CN106869969A (en) * | 2017-03-14 | 2017-06-20 | 中铁五局集团第工程有限责任公司 | A kind of excavation supporting construction method of soft rock large section tunnel |
| CN108533272A (en) * | 2018-03-30 | 2018-09-14 | 贵州省公路工程集团有限公司 | A kind of minimum clear-distance tunnel goes out cavity construction method |
| CN209510334U (en) * | 2018-12-04 | 2019-10-18 | 大连海事大学 | A kind of soft lower hard large cross-section tunnel bilateral hole core local method constructing structure |
-
2020
- 2020-12-29 CN CN202011599126.7A patent/CN112647978A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102926757A (en) * | 2012-09-07 | 2013-02-13 | 中铁五局（集团）有限公司 | Construction method of two-sidestep and four-step excavation support of weak large-span tunnel of mountain ridge |
| CN104653197A (en) * | 2014-12-15 | 2015-05-27 | 中铁第四勘察设计院集团有限公司 | Method for constructing extra-large variable cross section tunnel |
| CN106869969A (en) * | 2017-03-14 | 2017-06-20 | 中铁五局集团第工程有限责任公司 | A kind of excavation supporting construction method of soft rock large section tunnel |
| CN108533272A (en) * | 2018-03-30 | 2018-09-14 | 贵州省公路工程集团有限公司 | A kind of minimum clear-distance tunnel goes out cavity construction method |
| CN209510334U (en) * | 2018-12-04 | 2019-10-18 | 大连海事大学 | A kind of soft lower hard large cross-section tunnel bilateral hole core local method constructing structure |
Non-Patent Citations (1)
| Title |
|---|
| 尤显明等: "极高地应力软岩隧道超前导洞应力释放及多层支护变形控制技术", 《隧道建设》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115263322A (en) * | 2022-08-09 | 2022-11-01 | 中铁十六局集团路桥工程有限公司 | Construction method suitable for ultra-large cross-tunnel door hiding room of weak surrounding rock |
| CN115263322B (en) * | 2022-08-09 | 2024-04-19 | 中铁十六局集团路桥工程有限公司 | Construction method suitable for super-large-span tunnel storage door-to-door construction of weak surrounding rock |
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