CN109441488B - Subway tunnel lining construction method - Google Patents
Subway tunnel lining construction method Download PDFInfo
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- CN109441488B CN109441488B CN201811624289.9A CN201811624289A CN109441488B CN 109441488 B CN109441488 B CN 109441488B CN 201811624289 A CN201811624289 A CN 201811624289A CN 109441488 B CN109441488 B CN 109441488B
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 48
- 239000010959 steel Substances 0.000 claims abstract description 48
- 239000004567 concrete Substances 0.000 claims abstract description 28
- 238000009826 distribution Methods 0.000 claims abstract description 28
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 15
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 238000003466 welding Methods 0.000 claims description 17
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 9
- 229910001220 stainless steel Inorganic materials 0.000 claims description 9
- 239000010935 stainless steel Substances 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 8
- 239000011435 rock Substances 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 239000002131 composite material Substances 0.000 claims description 3
- 230000007547 defect Effects 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000001746 injection moulding Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 238000005536 corrosion prevention Methods 0.000 claims description 2
- 230000035515 penetration Effects 0.000 claims description 2
- 238000004804 winding Methods 0.000 claims description 2
- 210000003205 muscle Anatomy 0.000 abstract 5
- 238000005520 cutting process Methods 0.000 abstract 3
- 238000010030 laminating Methods 0.000 abstract 1
- 238000003825 pressing Methods 0.000 abstract 1
- 230000001681 protective effect Effects 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
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Classifications
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a subway tunnel lining construction method, which comprises the following steps: integral reinforced concrete structure and the steel bar protecting support who arranges, steel bar protecting support include that lining cutting owner muscle, equipartition are at the stirrup of lining cutting owner muscle and longitudinal distribution muscle periphery at longitudinal distribution muscle and hoop between the lining cutting owner muscle, and reinforced concrete structure includes the roof and arranges the base in the roof below, and the base adopts the layering mode to pour, and the roof is through pressing the laminating of notes mode in the base top, and concrete preparation step includes: a. manufacturing a steel bar protection bracket; b. pouring concrete; c. capping the concrete; d. and (6) arranging a lining ring. By adopting the mode, the subway tunnel lining construction method disclosed by the invention adopts an integral arrangement mode, has better overall performance, can bear larger load and has a lining structure with larger span, ensures uniform lining stress, prevents lining shrinkage, is convenient for pouring concrete, avoids cracks on the surface of the concrete and ensures construction quality.
Description
Technical Field
The invention relates to the technical field of subway tunnel construction, in particular to a subway tunnel lining construction method.
Background
At present, subway construction of various major cities in the whole country is carried out on a large scale, shield construction is a leading role of subway construction, and shield initial tunnel entry is a major risk source in shield construction. The tunnel excavation destroys the initial stress balance of the stratum, and produces surrounding rock stress release and cavern deformation, and excessive deformation will cause the surrounding rock to loosen and even collapse.
And applying supports such as steel, concrete and the like at the periphery of the excavated cavern, providing resistance to the periphery of the cavern, and controlling the deformation of surrounding rocks, wherein the support system in the tunnel after excavation is called a tunnel support structure, and the shield tunnel support structure is mainly a prefabricated segment lining.
At present, due to the influence of movable faults, the shield tunnel is high in destructiveness, and when the shield tunnel bears the stress of a high load, bending deformation occurs due to uneven stress, so that the strength and the pressure and crack resistance of a lining structure are hardened, and the concrete structure is cracked.
Disclosure of Invention
The invention mainly solves the technical problem of providing a subway tunnel lining construction method, which adopts integral arrangement, has better integral performance, can bear larger load and a lining structure with larger span, ensures uniform lining stress, prevents lining shrinkage, improves integral strength and crack resistance, is convenient for pouring concrete, avoids cracks on the surface of the concrete and ensures construction quality.
In order to solve the technical problems, the invention adopts a technical scheme that: provided is a subway tunnel lining construction method, including: a reinforced concrete structure and a reinforced protection bracket arranged in the reinforced concrete structure, wherein the reinforced concrete structure and the reinforced protection bracket adopt an integral arrangement mode,
the reinforcing steel bar protection bracket comprises lining main reinforcing steel bars, longitudinal distribution reinforcing steel bars uniformly distributed among the lining main reinforcing steel bars and stirrups annularly distributed at the peripheries of the lining main reinforcing steel bars and the longitudinal distribution reinforcing steel bars,
the reinforced concrete structure comprises a top plate and a base arranged below the top plate, the base is poured in a layered mode, the top plate is attached to the upper portion of the base in an injection molding mode,
the preparation method comprises the following specific steps:
a. manufacturing a steel bar protection bracket: the central points of the front and the rear lining main reinforcements are determined at the waterproof position of the vault of the tunnel, the normal direction is determined at the same time, the verticality of the lining main reinforcements is ensured, the lining main reinforcements are fixed,
then marking the mounting positions of the longitudinal distribution ribs between the two lining main ribs according to the designed space, and winding and binding the stirrups along the circumferential directions of the lining main ribs and the longitudinal distribution ribs;
b. pouring concrete: the concrete is poured symmetrically in a layered and left-right alternating mode, the pouring thickness of each layer is smaller than 0.5m, the height difference of two sides is controlled within 1.5m, the pouring process needs to be continuous, cold joints caused by stop time are avoided, and then backfilling is carried out to ensure the compactness of the concrete;
c. concrete capping: during capping, a steel pipe pressure injection method is adopted, capping is performed through pressure injection from a filling opening of the arch part, grouting pipes are longitudinally embedded every 20 meters during top lining, and grouting treatment is performed after lining;
d. arranging a lining ring: and (4) splicing and arranging lining rings according to load distribution and the stratum where the lining is located, wherein the lining rings comprise a plurality of layers of steel pipe sheets which are annularly arranged.
In a preferred embodiment of the invention, the lining main ribs are round steel with the diameter ranging from 12mm to 18mm, and the longitudinal distribution ribs are round steel with the diameter ranging from 6mm to 12 mm.
In a preferred embodiment of the invention, the number of the longitudinal distribution ribs among the lining main ribs is not less than two in the width per meter, and the distance between the adjacent longitudinal distribution ribs is 200-500 mm.
In a preferred embodiment of the invention, the stirrup is a single-limb stirrup, and the diameter of the stirrup ranges from 6mm to 10 mm: when the thickness of the lining ring is less than 600mm, the diameter of the stirrup is 6 mm; when the thickness of the lining ring is 600-800 mm, the diameter of the stirrup is 6-10 mm; when the thickness of the lining ring is larger than 800mm, the diameter of the stirrup is 10 mm.
In a preferred embodiment of the invention, the steel pipe sheet is externally provided with a protective back plate, the protective back plate is made of a composite plate, the outer layer is made of 316L stainless steel, the inner layer is made of Q235 steel, and the yield ratio of the steel is not more than 0.85.
In a preferred embodiment of the invention, the width of the inner cambered surface of the steel pipe sheet of the lining ring is larger than that of the outer cambered surface.
In a preferred embodiment of the invention, the forming precision of the steel pipe sheet of the lining ring is as follows: after the whole ring is assembled, the gap between the ring faces between the adjacent rings is not more than 1mm, the gap between the longitudinal adjacent blocks is 0-1 mm, the parallelism between the ring faces is 0-0.5 mm, the verticality between the ring faces and the end face and between the ring faces and the inner arc face is 0-1.0 mm, and the flatness of the ring faces is 0.1-0.2 mm.
In a preferred embodiment of the invention, ring plates are arranged between circumferentially adjacent steel pipe sheets, and end plates are arranged at both ends of the lining ring.
In a preferred embodiment of the invention, the outer sides of the ring plate and the end plate on the steel pipe sheet are subjected to corrosion prevention by a surfacing method, a welding material is 316L stainless steel welding wire, the thickness of the 316L stainless steel welding wire is not less than 2mm, and ultrasonic flaw detection is adopted after welding to judge whether welding defects such as pores, slag inclusion, cracks, incomplete penetration and the like exist.
In a preferred embodiment of the present invention, when the lining is in a muddy soil layer, a circular lining structure is employed; when the lining is in a soft soil layer, a curved wall arch lining structure is adopted; when the lining is in the rock stratum, a straight wall arch lining structure is adopted.
The invention has the beneficial effects that: the subway tunnel lining construction method adopts integral arrangement, has better integral performance, can bear larger load and a lining structure with larger span, ensures uniform lining stress, prevents lining shrinkage, improves integral strength and crack resistance, is convenient for pouring concrete, avoids cracks on the surface of the concrete and ensures construction quality.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments are briefly introduced below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without inventive efforts, wherein:
FIG. 1 is a schematic sectional view showing a reinforcing bar protecting bracket in the subway tunnel lining construction method of the present invention;
FIG. 2 is a schematic sectional structure view of a reinforced concrete structure in the subway tunnel lining construction method of the present invention;
the parts in the drawings are numbered as follows: 100. the steel bar protection support comprises a steel bar protection support 101, a lining main steel bar 102, a longitudinal distribution steel bar 103, stirrups 200, a reinforced concrete structure 201, a top plate 202 and a base.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1 to 2, an embodiment of the present invention includes:
a subway tunnel lining construction method comprises the following steps: the reinforced concrete structure and the reinforced protection bracket 100 arranged in the reinforced concrete structure adopt an integral arrangement mode.
The reinforcing bar protection bracket 100 includes lining main bars 101, longitudinal distribution bars 102 uniformly distributed between the lining main bars 101, and stirrups 103 circumferentially arranged at the peripheries of the lining main bars 101 and the longitudinal distribution bars 102.
The reinforced concrete structure 200 comprises a top plate 201 and a base 202 arranged below the top plate 201, wherein the base 202 is poured in a layered mode, and the top plate 201 is attached to the upper portion of the base in an injection molding mode.
The preparation method comprises the following specific steps:
a. manufacturing the steel bar protection bracket 100: determining central points of front and rear lining main reinforcements at a waterproof position of a tunnel vault, simultaneously determining a normal direction, ensuring the perpendicularity of the lining main reinforcements, and fixing the lining main reinforcements;
then, the mounting positions of the longitudinal distribution ribs 102 are marked between the two lining main ribs 101 according to the designed distance, and then the stirrups 103 are wound and bound along the circumferential directions of the lining main ribs 101 and the longitudinal distribution ribs 102.
The reinforcing steel bar protection support 100 can bear larger load and a lining structure with larger span, can ensure even lining stress, prevent lining shrinkage, improve integral strength and anti-cracking performance, and effectively ensure safety.
The lining main ribs 101 are round steel with the diameter range of 12-18 mm, and the longitudinal distribution ribs 102 are round steel with the diameter range of 6-12 mm.
The number of the longitudinal distribution ribs 102 between the lining main ribs 101 is not less than two in the width per meter, and the distance between the adjacent longitudinal distribution ribs 102 is 200-500 mm.
The distribution state can ensure that the lining is stressed uniformly, prevent the lining from shrinking, ensure the strength and rigidity of the reinforcing steel bar protection support, bear larger load, facilitate the pouring of concrete, avoid the generation of cracks on the surface of the concrete and ensure the construction quality.
Stirrup 103 is single limb stirrup, and stirrup 103 diameter range is 6~10 mm: when the thickness of the lining ring is less than 600mm, the diameter of the stirrup 103 is 6 mm; when the thickness of the lining ring is 600-800 mm, the diameter of the stirrup 103 is 6-10 mm; when the thickness of the lining ring is more than 800mm, the diameter of the stirrup 103 is 10 mm.
b. Pouring concrete: the concrete is poured symmetrically in a layered mode and in a left-right alternating mode, the pouring thickness of each layer is smaller than 0.5m, the height difference of the two sides is controlled within 1.5m, and the dense and firm pouring of the concrete is guaranteed.
The pouring process needs to be continuous, the 'cold joint' caused by stop is avoided, then backfilling is carried out to ensure the compactness of concrete, and the integral strength of the lining structure is effectively ensured.
c. Concrete capping: and during capping, a steel pipe pressure injection method is adopted, capping is performed from a filling opening of the arch part, grouting pipes are longitudinally embedded at intervals of 20 meters during top lining, and grouting treatment is performed after lining, so that the condition of stress deformation is avoided.
d. Arranging a lining ring: and (4) splicing and arranging lining rings according to load distribution and the stratum where the lining is located, wherein the lining rings comprise a plurality of layers of steel pipe sheets which are annularly arranged.
When the lining is in a silt soil layer, a circular lining structure is adopted; when the lining is in a soft soil layer, a curved wall arch lining structure is adopted; when the lining is in the rock stratum, a straight wall arch lining structure is adopted.
Different lining structures are selected according to the property and the stress condition of the soil layer, the soil layer can be utilized to the greatest extent, the excavation amount is reduced, and the construction progress is promoted.
A protective back plate is arranged outside the steel pipe sheet in the lining ring, the protective back plate is made of a composite plate, the outer layer is made of 316L stainless steel, the inner layer is made of Q235 steel, and the yield ratio of steel is not more than 0.85.
The width of the inner arc surface of the steel pipe sheet of the lining ring is larger than that of the outer arc surface, so that the steel pipe sheet can be conveniently spliced and detached.
The forming precision of the steel pipe sheet of the lining ring is as follows: after the whole ring is assembled, the gap between the ring faces between the adjacent rings is not more than 1mm, the gap between the longitudinal adjacent blocks is 0-1 mm, the parallelism between the ring faces is 0-0.5 mm, the verticality between the ring faces and the end face and between the ring faces and the inner arc face is 0-1.0 mm, and the flatness of the ring faces is 0.1-0.2 mm.
The lining ring steel pipe sheet has high forming precision, improves the precision of the whole lining structure, and has better bearing capacity.
The ring plates are arranged between the circumferentially adjacent steel pipe pieces, the end plates are further arranged at two ends of the lining ring, the ring plates on the steel pipe pieces and the outer sides of the end plates are prevented from corrosion by adopting a surfacing method, welding materials are 316L stainless steel welding wires, the thickness of the 316L stainless steel welding wires is not less than 2mm, ultrasonic flaw detection is adopted after welding, and welding defects such as air holes, slag inclusion, cracks, incomplete welding and the like are judged.
The subway tunnel lining construction method has the beneficial effects that:
the integral lining structure has the advantages that the integral lining structure is integrally arranged, so that the integral lining structure has better integral performance, the steel pipe sheets are more convenient to splice and disassemble, the forming precision of the steel pipe sheets is high, the precision of the integral lining structure is improved, and the bearing capacity is better;
the lining structure can bear larger load and large span, ensures uniform stress of the lining, prevents shrinkage of the lining, improves integral strength and crack resistance, is convenient for pouring concrete, avoids cracks on the surface of the concrete, and ensures construction quality.
The above description is only an embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes, which are made by the present specification, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (10)
1. A subway tunnel lining construction method is characterized by comprising the following steps: a reinforced concrete structure and a reinforced protection bracket arranged in the reinforced concrete structure, wherein the reinforced concrete structure and the reinforced protection bracket adopt an integral arrangement mode,
the reinforcing steel bar protection bracket comprises lining main reinforcing steel bars, longitudinal distribution reinforcing steel bars uniformly distributed among the lining main reinforcing steel bars and stirrups annularly distributed at the peripheries of the lining main reinforcing steel bars and the longitudinal distribution reinforcing steel bars,
the reinforced concrete structure comprises a top plate and a base arranged below the top plate, the base is poured in a layered mode, the top plate is attached to the upper portion of the base in an injection molding mode,
the preparation method comprises the following specific steps:
a. manufacturing a steel bar protection bracket: the central points of the front and the rear lining main reinforcements are determined at the waterproof position of the vault of the tunnel, the normal direction is determined at the same time, the verticality of the lining main reinforcements is ensured, the lining main reinforcements are fixed,
then marking the mounting positions of the longitudinal distribution ribs between the two lining main ribs according to the designed space, and winding and binding the stirrups along the circumferential directions of the lining main ribs and the longitudinal distribution ribs;
b. pouring concrete: the concrete is poured symmetrically in a layered and left-right alternating mode, the pouring thickness of each layer is smaller than 0.5m, the height difference of two sides is controlled within 1.5m, the pouring process needs to be continuous, cold joints caused by stop time are avoided, and then backfilling is carried out to ensure the compactness of the concrete;
c. concrete capping: during capping, a steel pipe pressure injection method is adopted, capping is performed through pressure injection from a filling opening of the arch part, grouting pipes are longitudinally embedded every 20 meters during top lining, and grouting treatment is performed after lining;
d. arranging a lining ring: and (4) splicing and arranging lining rings according to load distribution and the stratum where the lining is located, wherein the lining rings comprise a plurality of layers of steel pipe sheets which are annularly arranged.
2. The subway tunnel lining construction method as claimed in claim 1, wherein the lining main ribs are round steel with a diameter range of 12-18 mm, and the longitudinal distribution ribs are round steel with a diameter range of 6-12 mm.
3. The subway tunnel lining construction method as claimed in claim 1, wherein the number of longitudinal distribution ribs between lining main ribs is not less than two per meter width, and the distance between adjacent longitudinal distribution ribs is 200-500 mm.
4. The subway tunnel lining construction method according to claim 1, wherein the stirrups are single-limb stirrups, and the diameter range of the stirrups is 6-10 mm: when the thickness of the lining ring is less than 600mm, the diameter of the stirrup is 6 mm; when the thickness of the lining ring is 600-800 mm, the diameter of the stirrup is 6-10 mm; when the thickness of the lining ring is larger than 800mm, the diameter of the stirrup is 10 mm.
5. The subway tunnel lining construction method as claimed in claim 1, wherein a protection back plate is arranged outside the steel pipe sheet, the protection back plate is made of composite plates, the outer layer is 316L stainless steel, the inner layer is made of Q235 steel, and the yield ratio of steel is not more than 0.85.
6. A subway tunnel lining construction method as claimed in claim 1, wherein the width of the intrados of the steel pipe pieces of the lining ring is larger than the width of the extrados.
7. The subway tunnel lining construction method according to claim 6, wherein the forming precision of the lining ring steel pipe sheet is as follows: after the whole ring is assembled, the gap between the ring faces between the adjacent rings is not more than 1mm, the gap between the longitudinal adjacent blocks is 0-1 mm, the parallelism between the ring faces is 0-0.5 mm, the verticality between the ring faces and the end face and between the ring faces and the inner arc face is 0-1.0 mm, and the flatness of the ring faces is 0.1-0.2 mm.
8. A subway tunnel lining construction method as claimed in claim 1, wherein ring plates are arranged between circumferentially adjacent steel pipe pieces, and end plates are further arranged at both ends of the lining ring.
9. A subway tunnel lining construction method as claimed in claim 8, wherein said steel pipe sheet is provided with an upper ring plate and an outer side of an end plate for corrosion prevention by a build-up welding method, a welding material is 316L stainless steel welding wire, the thickness of the 316L stainless steel welding wire is not less than 2mm, and ultrasonic flaw detection is performed after welding to determine whether there are welding defects such as air holes, slag inclusions, cracks and incomplete penetration.
10. A subway tunnel lining construction method as claimed in claim 1, wherein when the lining is in a muddy soil layer, a circular lining structure is adopted; when the lining is in a soft soil layer, a curved wall arch lining structure is adopted; when the lining is in the rock stratum, a straight wall arch lining structure is adopted.
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| CN201811624289.9A CN109441488B (en) | 2018-12-28 | 2018-12-28 | Subway tunnel lining construction method |
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| CN201811624289.9A CN109441488B (en) | 2018-12-28 | 2018-12-28 | Subway tunnel lining construction method |
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| CN109441488B true CN109441488B (en) | 2020-03-27 |
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| CN111456757B (en) * | 2020-04-30 | 2021-07-13 | 中铁隧道集团二处有限公司 | Construction method for preventing large-section tunnel lining reinforcing steel bars from collapsing |
| CN111636896B (en) * | 2020-06-11 | 2022-01-28 | 大连交通大学 | Submarine tunnel anti-seismic lining structure and construction method thereof |
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| CN101187210A (en) * | 2007-10-17 | 2008-05-28 | 中铁十八局集团有限公司 | Metro engineering pile foundation underpinning construction method |
| CN102587936A (en) * | 2012-04-01 | 2012-07-18 | 中国矿业大学 | Fully-enclosed integral assembly grid concrete support method |
| CN102797481A (en) * | 2012-08-13 | 2012-11-28 | 中铁一局集团有限公司 | Large-span tunnel arch secondary lining steel bar binding construction method based on skeleton beams |
| CN108915726A (en) * | 2018-06-20 | 2018-11-30 | 昆明理工大学 | Use the seamless tunnel structure and its construction method of ECC late poured band |
| CN108952759A (en) * | 2018-06-27 | 2018-12-07 | 昆明理工大学 | A kind of tunnel lining structure and construction method using concrete filled steel tube and superimposed sheet |
-
2018
- 2018-12-28 CN CN201811624289.9A patent/CN109441488B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000034898A (en) * | 1998-04-17 | 2000-02-02 | Kajima Corp | Resin member for internal-surface resin coated segment, manufacture of internal-surface resin coated segment and shield tunnel constructed by internal-surface resin coated segment |
| CN101187210A (en) * | 2007-10-17 | 2008-05-28 | 中铁十八局集团有限公司 | Metro engineering pile foundation underpinning construction method |
| CN102587936A (en) * | 2012-04-01 | 2012-07-18 | 中国矿业大学 | Fully-enclosed integral assembly grid concrete support method |
| CN102797481A (en) * | 2012-08-13 | 2012-11-28 | 中铁一局集团有限公司 | Large-span tunnel arch secondary lining steel bar binding construction method based on skeleton beams |
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