CN115217151B - Long-distance underpass construction method for open cut tunnel - Google Patents
Long-distance underpass construction method for open cut tunnel Download PDFInfo
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- CN115217151B CN115217151B CN202210848182.2A CN202210848182A CN115217151B CN 115217151 B CN115217151 B CN 115217151B CN 202210848182 A CN202210848182 A CN 202210848182A CN 115217151 B CN115217151 B CN 115217151B
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- 238000010276 construction Methods 0.000 title claims abstract description 74
- 238000000638 solvent extraction Methods 0.000 claims abstract description 9
- 238000005192 partition Methods 0.000 claims description 27
- 238000000034 method Methods 0.000 claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 15
- 238000009412 basement excavation Methods 0.000 claims description 13
- 239000004575 stone Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 6
- 238000007596 consolidation process Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 3
- 239000004035 construction material Substances 0.000 claims description 2
- 230000035515 penetration Effects 0.000 abstract description 3
- 238000012986 modification Methods 0.000 description 5
- 230000004048 modification Effects 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 238000007689 inspection Methods 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 239000002699 waste material Substances 0.000 description 3
- 206010033799 Paralysis Diseases 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
- E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B29/00—Laying, rebuilding, or taking-up tracks; Tools or machines therefor
- E01B29/40—Means or arrangements for temporarily supporting laid tracks, or rails or sleepers in the track
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Lining And Supports For Tunnels (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The embodiment of the application provides a construction method for long-distance downward penetration of an open cut tunnel, which comprises the steps of firstly partitioning a construction area, then excavating, vertically backfilling foundation pits at two sides of the tunnel after the construction of the tunnel is completed, and then constructing the next partitioned construction. By adopting the construction method, the influence range of open cut foundation pit construction is reduced from the two aspects of the transverse direction and the longitudinal direction of the tunnel, and the influence on the normal operation of the existing railway station is reduced; the reinforced railway track can be released in the shortest time, the interference time is shortened, the operation space can be provided for the construction of the next subarea, the economic cost is low, the engineering investment is small, and the engineering period is short.
Description
Technical Field
The application relates to the field of building construction, in particular to a long-distance underpass construction method for an open cut tunnel.
Background
The construction method for tunnel underpass mainly comprises two kinds of undermining and open mining, wherein the undermining method comprises a shield method, a jacking method and the like. In terms of current engineering practice, the jacking method is mainly used for middle-distance and short-distance underpass construction, and shield or undercut method is preferably adopted for long-distance underpass. When there is an upper facility such as a rail yard on the ground in a tunnel-penetrating region, it is generally preferable to perform the construction by a subsurface excavation method.
However, when the newly constructed engineering is limited by factors such as stratum lithology, hydrogeology, wiring at two ends, investment and the like and cannot be constructed by adopting a subsurface excavation method, the newly constructed engineering can be traversed by adopting an open excavation mode after overhead reinforcement of upper facilities. The construction mode still has the limitation, taking the upper layer facilities as a railway station yard as an example, adopting the mode of carrying out overhead reinforcement on the railway and then carrying out open cut crossing can ensure uninterrupted operation of the railway, but the reinforced railway station track cannot carry out normal routine operations such as vehicle inspection, train inspection and the like. For a railway yard with busy transportation, if large-scale railway reinforcement and open excavation construction are adopted, the operation order of the yard is greatly affected, even paralyzed, and the operation order is not acceptable in the case of the busy transportation of the modern high-speed railway.
In addition, the operation railway has strict requirements on the surface subsidence control. Under the working condition that the long-distance open cut is used for penetrating through a railway station yard, if a conventional open cut foundation pit backfilling mode is adopted, the space below a railway is narrow, sufficient rolling cannot be carried out, the compactness of filled soil is difficult to guarantee, settlement is large after backfilling work, operation safety of the railway is threatened after a reinforced temporary beam is removed, and the difficulty and cost of post-treatment are high.
Disclosure of Invention
In order to solve one of the technical defects, the embodiment of the application provides a construction method for long-distance downward penetration of an open cut tunnel, which can reduce the influence of construction on the normal operation of a railway station, control post-construction settlement to be economical and ensure the safe penetration of the long-distance open cut tunnel.
According to a first aspect of the embodiments of the present application, there is provided a method for long-distance underpass construction of an open-cut tunnel, including:
partitioning, namely partitioning the open cut foundation pit along the longitudinal direction;
the excavation step, namely, respectively carrying out slope excavation along the longitudinal direction and the transverse direction in a construction partition, and excavating a foundation pit required by tunnel construction;
and vertically backfilling foundation pits at two sides of the tunnel which is completed in the longitudinal direction in the constructed partition after the construction of the open cut tunnel in a certain partition is completed.
By adopting the open-cut tunnel long-distance underpass construction method provided by the embodiment of the application, the influence range of open-cut foundation pit construction is reduced from the aspects of both the transverse direction and the longitudinal direction of the tunnel in partition construction, and the influence on the normal operation of the existing railway station is reduced; the vertical backfilling can release the reinforced railway track in the shortest time, shortens the interference time, provides the operation space for the construction of the next subarea, and has low economic cost, small engineering investment and short engineering period.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiments of the application and together with the description serve to explain the application and do not constitute an undue limitation to the application. In the drawings:
fig. 1 is a flowchart of one of the methods for long-distance underpass construction of an open tunnel according to the embodiments of the present application;
fig. 2 is a flowchart of another construction method for long-distance underpass construction of an open tunnel according to an embodiment of the present application;
fig. 3 is a schematic longitudinal section view of a partition excavated foundation pit according to an embodiment of the present application;
fig. 4 is a schematic transverse cross-sectional view of a partition excavated foundation pit according to an embodiment of the present application;
fig. 5 is a schematic view of a transverse pavement of vertical backfill after construction provided in an embodiment of the present application.
Reference numerals:
1-a reinforcement system; 11-supporting piles; 12-D type stool beam;
2-tunneling; 21-current construction of a tunnel; 22-completed construction tunnel;
3-foundation pit; 31-slope; 32-a platform; 33-toe retaining wall;
41-graded crushed stone; 42-cement paste; 43-vertical backfilling surface of the reinforced retaining wall;
5-railway track.
Detailed Description
In order to make the technical solutions and advantages of the embodiments of the present application more apparent, the following detailed description of exemplary embodiments of the present application is given with reference to the accompanying drawings, and it is apparent that the described embodiments are only some of the embodiments of the present application and not exhaustive of all the embodiments. It should be noted that, in the case of no conflict, the embodiments and features in the embodiments may be combined with each other.
In the process of realizing the application, the inventor finds that in the engineering of crossing a railway station under certain tunnels, the construction cannot be performed by adopting a hidden excavation method due to the restriction of various factors, and the construction can only be performed by adopting a mode of cutting a foundation pit. Even if the arrangement above the construction foundation pit is temporarily reinforced, normal routine operations such as vehicle inspection, train inspection and the like cannot be performed on the railway track within the foundation pit range, and the operation order of the station yard is greatly influenced and even paralyzed. In addition, by adopting a conventional open cut foundation pit backfilling mode, the space below a railway is narrow, sufficient rolling cannot be performed, the compactness of filled soil is difficult to ensure, settlement is large after backfilling, operation safety of the railway is threatened after a reinforcing beam is removed, and the difficulty and cost of post-treatment are high; if the method of backfilling the concrete used by the box culvert by the jacking method is adopted, the problems of compactness and sedimentation can be solved, but the backfilling range of the open cut foundation pit is far larger than the backfilling range of the jacking upper part, so that the engineering investment is large, and unnecessary waste is caused.
In view of the foregoing, an embodiment of the present application provides a long-distance tunneling construction method for an open tunnel, and in the following, by taking an engineering of long-distance tunneling construction in a rail yard as an example, a clear and complete description is made of a technical solution in the embodiment of the present invention, and obviously, the described embodiment is only a part of embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to fall within the scope of the invention.
Referring to the drawings, fig. 1 is a flowchart of one of the methods for long-distance downward construction of an open tunnel according to the embodiments of the present application; fig. 2 is a flowchart of another construction method for long-distance underpass construction of an open tunnel according to an embodiment of the present application; fig. 3 is a schematic longitudinal section view of a partition excavated foundation pit according to an embodiment of the present application;
fig. 4 is a schematic transverse cross-sectional view of a partition excavated foundation pit according to an embodiment of the present application; fig. 5 is a schematic view of a transverse pavement of vertical backfill after construction provided in an embodiment of the present application.
As shown in fig. 3, 4, and 5, the longitudinal direction of the tunnel to be constructed is taken as the longitudinal direction (also the construction progress direction), and the cross-sectional direction of the tunnel to be constructed is taken as the transverse direction.
As shown in fig. 1, in some embodiments, this construction method includes:
partitioning, namely partitioning the open cut foundation pit along the longitudinal direction; according to the distribution condition of the railway tracks in the railway station, the principle of reducing the influence of construction on the normal operation of the railway station to the maximum extent and considering the construction period is carried out, and the number of the railway tracks in the subarea is preferably 2-3 tracks.
The step of excavating, namely, respectively carrying out slope-releasing excavation in the construction subareas along the longitudinal direction and the transverse direction, and excavating a foundation pit 3 required by the construction of a tunnel 2; the slope rate of the slope 31 is determined according to the formation lithology and the like, and the slope rate is less than or equal to 1:1. In certain embodiments, a primary platform 32 is provided every 6m or 8m, with a platform width of greater than or equal to 2m, to facilitate installation of the construction equipment.
In some embodiments, the toe retaining wall 33 is longitudinally arranged at the bottom of the foundation pit 3 for slope retraction. The height of the toe retaining wall 33 is greater than or equal to 4m, the corner width is greater than or equal to 2m, and the wall top width is greater than or equal to 1.2m.
After the excavation is completed, the current construction tunnel 21 is constructed in the foundation pit 3.
And a vertical backfilling step, namely, after the construction of the open cut tunnel in a certain partition is completed, vertically backfilling foundation pits on two sides of the completed construction tunnel 22 in the longitudinal direction in the constructed partition, and reserving an operation space for the construction of the next partition while ensuring the stability of a backfilling surface.
The influence range of open cut foundation pit construction is reduced from the two aspects of tunnel transverse and longitudinal by partition excavation, and the influence on normal operation of the existing railway station is reduced; the vertical backfilling can release the reinforced railway track in the shortest time, shorten the interference time and provide the working space for the construction of the next subarea.
As shown in fig. 2, in some embodiments, the method further includes a reinforcement step after the partitioning step and before the excavating step, wherein the reinforcement step is a step of supporting and reinforcing the upper-layer facilities located in the construction partition and the next partition of the construction partition by using a reinforcement system;
the vertical backfill step is followed by a demolition step, i.e., a step of demolishing the reinforcement system.
In some embodiments, as shown in fig. 3, the reinforcement system 1 includes a plurality of support piles 11 and D-shaped stool beams 12, the plurality of support piles 11 are vertically driven into the bottom surface to provide support, the D-shaped stool beams 12 are transversely erected between the top ends of the support piles 11, and the upper facilities such as the railway track 5 are fixed on the D-shaped stool beams 12.
The reinforcement system is adopted for reinforcement, so that the reinforced railway stock can still continue to go through the car when construction is carried out, and the influence on the operation of a railway station yard is reduced to the greatest extent.
Further, as shown in fig. 3, in some embodiments, in the vertical backfilling step, a reinforced retaining wall is disposed between the completed section and the constructed section within the backfilling depth range. In fig. 3, 43 is a vertical backfill surface of a reinforced earth retaining wall, which is set within a backfill depth range, i.e. the height of the reinforced earth retaining wall is greater than or equal to the backfill depth, the reinforced earth retaining wall adopts a C25 precast concrete panel, a CAT steel plastic geotechnical reinforced belt is 9m long, 6 pieces/m below a 10m depth range, and 4 pieces/m above the 10m depth range. The reinforced retaining wall can effectively separate the constructed partition from the constructed partition, and ensures that backfilling operation is only carried out on the constructed partition.
The embodiment of the application provides a specific implementation method of the vertical backfill step, as shown in fig. 4, the vertical backfill step adopts graded broken stone 41 for post-backfill grouting consolidation. Backfilling and grouting should be performed in a layered and symmetrical manner, so that transverse displacement or cracking of the open-cut tunnel caused by uneven backfilling on two sides is avoided.
Further, the graded broken stone 41 is made of road construction material, the maximum grain diameter is less than or equal to 45mm, and the grain diameter mass percentage below 0.02mm is not more than 3%; the non-uniformity coefficient Cu is greater than or equal to 15, and the curvature coefficient Cc is 1-3.
Further, in the vertical backfill step, cement slurry 42 is used for grouting consolidation operation. Grouting pressure is less than or equal to 0.5MPa, and cement slurry reference water cement ratio is 1:1 (weight ratio), grouting pressure and water cement ratio reference ratio are only reference parameters, are not limiting the protection scope of the invention, and are specific to different construction sites, and an indoor proportioning test and a site grouting experiment are carried out before grouting to obtain proper data to guide grouting construction.
The vertical backfilling mode of graded broken stone and grouting consolidation solves the problems that the space is narrow, the use of a compacting machine is limited, and the compactness is difficult to guarantee in the traditional backfilling operation, avoids the waste caused by the backfilling of all concrete, achieves the aim of effectively combining deformation control and investment saving, has good economic benefit, and can reduce the construction cost while strictly controlling post-construction settlement.
Compared with the prior art, the construction method provided by the invention has the following advantages that:
(1) The influence range of open cut foundation pit construction is reduced from the two aspects of the transverse direction and the longitudinal direction of the tunnel 2 by partition excavation, and the influence on the normal operation of the existing railway station is reduced; the vertical backfilling can release the reinforced railway track in the shortest time, shorten the interference time and provide the operation space for the construction of the next subarea;
(2) The backfilling mode of graded broken stone and grouting consolidation solves the problems that the space is narrow, the use of a compacting machine is limited and the compactness is difficult to guarantee in the traditional backfilling operation, avoids the waste caused by the backfilling of all concrete, achieves the aim of effectively combining the deformation control and investment saving, and has good economic benefit.
In the description of the present application, it should be understood that the terms "center," "longitudinal," "transverse," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate an orientation or positional relationship based on that shown in the drawings, merely for convenience of description and to simplify the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be configured and operated in a particular orientation, and thus should not be construed as limiting the present application.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the present application, the meaning of "plurality" is at least two, such as two, three, etc., unless explicitly defined otherwise.
In this application, unless specifically stated and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; may be mechanically connected, may be electrically connected or may communicate with each other; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art as the case may be.
While preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiments and all such alterations and modifications as fall within the scope of the application.
It will be apparent to those skilled in the art that various modifications and variations can be made in the present application without departing from the spirit or scope of the application. Thus, if such modifications and variations of the present application fall within the scope of the claims and the equivalents thereof, the present application is intended to cover such modifications and variations.
Claims (8)
1. The long-distance underpass construction method for the open cut tunnel is characterized by comprising the following steps of:
partitioning, namely partitioning the open cut foundation pit along the longitudinal direction;
the excavation step, namely, respectively carrying out slope excavation along the longitudinal direction and the transverse direction in a construction partition, and excavating a foundation pit required by tunnel construction; the gradient of the slope is less than or equal to 1:1, a step of; a first stage platform is arranged from the periphery of the foundation pit towards the center along the longitudinal direction and/or the transverse direction every 6-8 meters; setting a toe retaining wall at the bottom of the foundation pit along the longitudinal direction for slope collection;
and vertically backfilling foundation pits at two sides of the tunnel which is completed in the longitudinal direction in the constructed partition after the construction of the open cut tunnel in a certain partition is completed.
2. The method according to claim 1, further comprising a reinforcement step after the partitioning step and before the excavating step, wherein the reinforcement step is a step of supporting and reinforcing upper facilities located in the construction partition and a next partition of the construction partition by using a reinforcement system;
the vertical backfill step is followed by a demolition step, i.e. a step of demolishing the reinforcement system.
3. The method according to claim 2, wherein in the vertical backfilling step, a reinforced retaining wall is provided between the completed partition and the constructed partition within the backfilling depth range.
4. The method for long-distance downward construction of open-cut tunnels according to claim 3, wherein the vertical backfilling step adopts graded broken stone for post-backfilling grouting consolidation.
5. The method for constructing the open cut tunnel under the long distance according to claim 4, wherein the graded broken stone is made of road construction materials, the maximum grain size of the graded broken stone is less than or equal to 45mm, and the grain size mass percentage below 0.02mm is less than or equal to 3%.
6. The open cut tunnel long-distance underpass construction method according to claim 4, wherein: and in the vertical backfilling step, grouting consolidation operation is carried out by adopting cement slurry, and the grouting pressure is less than or equal to 0.5MPa.
7. The open cut tunnel long-distance underpass construction method according to claim 2, characterized by: the reinforcing system comprises supporting piles and D-shaped temporary beams, a plurality of supporting piles are vertically driven into the bottom surface to provide support, the D-shaped temporary beams are transversely erected between the top ends of the supporting piles, and the upper facility is fixed on the D-shaped temporary beams.
8. The open cut tunnel long-distance underpass construction method according to claim 2, characterized by:
the height of the toe retaining wall is greater than or equal to 4m, the wall corner width is greater than or equal to 2m, and the wall top width is greater than or equal to 1.2m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202210848182.2A CN115217151B (en) | 2022-07-19 | 2022-07-19 | Long-distance underpass construction method for open cut tunnel |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210848182.2A CN115217151B (en) | 2022-07-19 | 2022-07-19 | Long-distance underpass construction method for open cut tunnel |
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| CN115217151A CN115217151A (en) | 2022-10-21 |
| CN115217151B true CN115217151B (en) | 2024-02-06 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS516961B1 (en) * | 1970-02-17 | 1976-03-03 | ||
| CN102519811A (en) * | 2011-12-16 | 2012-06-27 | 山东大学 | Model and method for testing deformation and stress variation law of intensity attenuation roadbed |
| CN104533426A (en) * | 2014-11-10 | 2015-04-22 | 中铁第四勘察设计院集团有限公司 | Method for constructing ultra-shallow buried tunnel under-passing highway by large-span covering excavating method |
| CN104563120A (en) * | 2014-10-29 | 2015-04-29 | 中铁三局集团有限公司 | Tunnel karst cave ultra-large volume concrete hierarchical and regional preserved hole adding casting construction method |
| CN107012792A (en) * | 2017-05-23 | 2017-08-04 | 温州市隆尚建设有限公司 | A kind of construction method of bridge substructure |
-
2022
- 2022-07-19 CN CN202210848182.2A patent/CN115217151B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS516961B1 (en) * | 1970-02-17 | 1976-03-03 | ||
| CN102519811A (en) * | 2011-12-16 | 2012-06-27 | 山东大学 | Model and method for testing deformation and stress variation law of intensity attenuation roadbed |
| CN104563120A (en) * | 2014-10-29 | 2015-04-29 | 中铁三局集团有限公司 | Tunnel karst cave ultra-large volume concrete hierarchical and regional preserved hole adding casting construction method |
| CN104533426A (en) * | 2014-11-10 | 2015-04-22 | 中铁第四勘察设计院集团有限公司 | Method for constructing ultra-shallow buried tunnel under-passing highway by large-span covering excavating method |
| CN107012792A (en) * | 2017-05-23 | 2017-08-04 | 温州市隆尚建设有限公司 | A kind of construction method of bridge substructure |
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| CN115217151A (en) | 2022-10-21 |
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