CN107100653A - A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station - Google Patents
A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station Download PDFInfo
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- CN107100653A CN107100653A CN201710370641.XA CN201710370641A CN107100653A CN 107100653 A CN107100653 A CN 107100653A CN 201710370641 A CN201710370641 A CN 201710370641A CN 107100653 A CN107100653 A CN 107100653A
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- 238000010276 construction Methods 0.000 title claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 111
- 239000010959 steel Substances 0.000 claims abstract description 111
- 239000004567 concrete Substances 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 25
- 238000009412 basement excavation Methods 0.000 claims abstract description 20
- 239000002689 soil Substances 0.000 claims description 29
- 238000013461 design Methods 0.000 claims description 14
- 230000010412 perfusion Effects 0.000 claims description 6
- 238000004078 waterproofing Methods 0.000 claims description 5
- 238000012545 processing Methods 0.000 claims description 4
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000005266 casting Methods 0.000 abstract description 3
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 abstract description 2
- 239000011150 reinforced concrete Substances 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 241000208340 Araliaceae Species 0.000 description 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 235000008434 ginseng Nutrition 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002304 perfume Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 235000013599 spices Nutrition 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D13/00—Large underground chambers; Methods or apparatus for making them
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The present invention provides the construction method that a kind of super Shallow Covered Metro Station in new city is built, horizontally and vertically intensive jacking large diameter steel pipe is distinguished in position, it is attached between adjacent steel pipe using high-strength bolt and flange plate, then the casting concrete between steel duct and firm pipe, then in the following pilot tunnel below the steel pipe of side, advance pouring reinforcement concrete wall and side steel pipe are attached, make reinforced concrete wall as the pedestal of integral tube curtain structure.When not carrying out station main body construction, rigidity very big support system is formed, compared to traditional pipe-roofing method, due to increasing the lateral bearing capacity and rigidity of integral tube curtain structure, large cross section excavation can be realized, and it need not set up excessive temporary supporting system in digging process, shorten the duration, cost-effective；Support system proposed by the present invention is flat top wall structure, increases space availability ratio.
Description
Technical field
The present invention relates to the flat top wall pipe curtain support system formed after the intensive steel pipe casting concrete of major diameter, new
The construction method that the super Shallow Covered Metro Station in city is built is carried out under pipe curtain support system, belongs to tunnel and underground engineering neck
Domain.
Background technology
Pipe-roofing method is most used for the Channel Engineering for building railroad crossing early in Japan, and the country is first in perfume (or spice) using pipe-roofing method
In the building of port Urban Underground Passage.Pipe-roofing method learns years of researches and the successful implementation in engineering by domestic, its
Have evolved into ripe.But due to only being connected between traditional adjacent steel pipe of pipe curtain structure with fore shaft, cause the lateral stiffness of integral tube curtain
It is weaker with bearing capacity, therefore, it is necessary to set up a large amount of temporary supports to ensure integrally-built stability when excavating the pipe internal soil body of curtain,
Cause construction speed slower.In addition horizontal section is generally domes, low space utilization.
The content of the invention
The present invention provides the construction method that a kind of flat top wall pipe curtain structure builds super Shallow Covered Metro Station, is not entering
Drive a vehicle station owner's body construction when, you can form rigidity very big support system, improve efficiency of construction.
In order to solve the above technical problems, the present invention is adopted the following technical scheme that：
A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station, comprises the following steps：
1）In active well surrounding construction fender post, after fender post reaches intensity, the excavation of well is operated, jacking construction is built
Platform；
2）Flange plate is welded in the both sides of construction steel pipe, and prepared screw-bolt hole and preformed groove are opened up in both sides；
3）Using all top steel pipes and the side steel pipe of both sides the top of pipe jacking method tunneling section, steel is removed when excavating
The soil body between the soil body inside pipe, and each steel pipe of preformed groove removing for passing through steel pipe side；After the completion of jacking and digger make, in phase
Connecting bolt is installed by prepared screw-bolt hole in adjacent steel pipe, after adjacent steel pipe lateral connection is installed, in the weldering of steel pipe two ends
Plugging plate is connect, to concrete perfusion between steel duct and adjacent steel pipe；
4）After the side steel pipe and top fastener for connection of both sides the top are firm, remaining side steel pipe is carried out successively from top to bottom
Jacking, the slip casting operation in the connection between steel pipe, and steel pipe and between steel pipe；
5）Using front pre-grouting strengthening stratum, benching tunnelling method excavates the following pilot tunnel in both sides and applies preliminary bracing, in following pilot tunnel
Armored concrete abutment wall and strip foundation under wall are inside applied, the side steel pipe for connecting both sides bottom；
6）First bottom heading excavation is carried out using the excavation method of side pilot tunnel, and applies preliminary bracing；
7）After first bottom heading insertion, the excavation of the first top pilot tunnel is carried out again using benching tunnelling method, the first top pilot tunnel is used
Grid supporting；
8）The first top pilot tunnel, the waterproof in the first bottom heading, and bottom girder and part backplane are applied respectively, using artificial
Caisson builds steel pipe column, then pours top longeron and partial panels；
9）Using step 6）To step 8）The longitudinal bottom heading of step excavation second of method and the second top pilot tunnel, pilot drive
During carry out grouting and reinforcing processing to the soil body between pilot tunnel adjacent thereto, and respectively constructing pilot tunnel inner waterproofing plate, bottom girder,
Part backplane and top longeron, partial panels, steel pipe column；
10）Top pilot tunnel layout grid supporting is abolished, waterproof layer is laid, across top plate in performing；
11）In after top plate reaches design strength 80%, longitudinal divisionses excavate the bottom above soil body of plate in station hall layer, level
Steel pipe and vertical steel pipe junction use type steel support, perform station hall layer side wall waterproof layer at station structure end bay, middle plate termination
Place's welding corbels support is connected with vertical steel pipe, respectively plate in longeron and station hall layer in construction；
12）After plate in station hall layer reaches design strength 80%, applied in excavating respectively across the soil body and the end bay soil body to bottom plate position
Do bottom plate；
13）Remaining grid supporting is abolished, remaining Lock gate is performed, remaining agent structure is poured, construction is completed.
Step 4）In, in the steel pipe work progress of side, it need to treat that a side steel pipe is connected firmly simultaneously with construction steel pipe
Excavate in steel pipe and between steel pipe after the soil body and concrete perfusion, then next side steel pipe of jacking.In undermost side steel
The reserved Steel bar rack being connected with armored concrete abutment wall inside following pilot tunnel in pipe.
Step 11）In, the upper and lower layer side wall of plate end sets joint design in the station hall layer.
Step 12）In, the specific method for performing bottom plate is as follows：
Across the bottom of the soil body to bottom plate position in excavation, apply back cover structure and remove part pilot tunnel structure, across bottom plate in performing
Waterproof layer and in pouring across bottom plate；
In after underplate concrete reaches design strength 80%, the end bay soil body is excavated to the bottom of bottom plate position, back cover knot is applied
Structure simultaneously removes part pilot tunnel structure, performs base plate waterproofing and pours bottom plate remaining structure.
From above technical scheme, the present invention proposes a kind of new construction, and horizontally and vertically position difference is intensive
It is attached, is then managed in steel duct and just using high-strength bolt and flange plate between jacking large diameter steel pipe, adjacent steel pipe
Between casting concrete, then in the following pilot tunnel below the steel pipe of side, advance pouring reinforcement concrete wall and side steel pipe
It is attached, makes reinforced concrete wall as the pedestal of integral tube curtain structure.When not carrying out station main body construction, formed just
Very big support system is spent, compared to traditional pipe-roofing method, due to increasing the lateral bearing capacity and rigidity of integral tube curtain structure, energy
Large cross section excavation is realized, and excessive temporary supporting system need not be set up in digging process, shortens the duration, cost-effective；
Support system proposed by the present invention is flat top wall structure, increases space availability ratio.
Brief description of the drawings
Fig. 1 is jacking construction platform schematic diagram；
Fig. 2 is the structural representation with flange plate steel pipe；
Fig. 3 is the connection status schematic diagram of adjacent steel pipe；
Fig. 4 is the schematic diagram of station excavating sequences one；
Fig. 5 is the schematic diagram of station excavating sequences two；
Fig. 6 is the schematic diagram of station excavating sequences two；
Fig. 7 is the schematic diagram of station excavating sequences three；
Fig. 8 is the schematic diagram of station excavating sequences four；
Fig. 9 is the schematic diagram of station excavating sequences five；
Figure 10 is the schematic diagram of station excavating sequences six；
Figure 11 is the schematic diagram of station excavating sequences seven；
Figure 12 is the schematic diagram of station excavating sequences eight；
Figure 13 is the schematic diagram of station excavating sequences nine；
Figure 14 is the schematic diagram of station excavating sequences ten；
Figure 15 is the schematic diagram of station excavating sequences 11.
In figure：1st, active well, 2, fender post, 3, steel pipe, 4, flange plate, 6, preformed groove, 7, connecting bolt, 8, nut, 9,
Concrete, 11, Steel bar rack, 12, armored concrete abutment wall, 13, preliminary bracing, 131, grid supporting, 14, strip foundation under wall, 15,
Bottom girder, 16, bottom plate, 17, artificial digging pile, 18, steel pipe column, 19, top longeron, 20, top plate above the longeron of top, 21, the soil body adds
Gu, 22, in across top plate, 23, plate in station hall layer, 24, diagonal brace, 25, corbels support, 26, middle longeron, 27, side wall joint, 28, bottom
Plate, 29, the gradient.
Embodiment
A kind of preferred embodiment to the present invention is described in detail below in conjunction with the accompanying drawings.
The present invention provides a kind of construction method for being used to build super Shallow Covered Metro Station, is tied using flat top wall pipe curtain
Structure, specifically includes following construction procedure：
Step 1：In the surrounding of active well 1 construction fender post 2, after fender post reaches intensity, the excavation of well is operated, top is built
Pipe construction platform, referring to Fig. 1.
Step 2：Construction steel pipe 3 is processed in processing factory, steel pipe both sides design attitude weld flange plate 4, and
Design attitude offers prepared screw-bolt hole and preformed groove 6, referring to Fig. 2.
Step 3：Using 1 ~ No. 24 top steel pipe of numbering and numbering 25, No. 34 side steel pipes of pipe jacking method tunneling section,
The soil body between the soil body of steel duct, and the preformed groove removing steel pipe for passing through steel pipe side is removed when excavating, referring to Fig. 4.Steel pipe
Direction is controlled during jacking construction, must not be deflected, after the completion of jacking and digger's work, connection spiral shell is installed in adjacent steel pipe 3
Bolt 7, and nut 8 is disposed at the two ends of bolt, to increase the anchor force of bolt and concrete 9.Treat the adjacent lateral connection of steel pipe 3 peace
Install after finishing, plugging plate is welded at steel pipe two ends, grout hole is reserved by plugging plate, to pouring concrete within steel pipe, while
Concrete perfusion between steel pipe, referring to Fig. 2 and 3.
Step 4：After the side steel pipe and top fastener for connection of both sides the top are firm, 26 ~ No. 32 are carried out from top to bottom
Slip casting operation in connection and steel pipe between side steel pipe, the jacking of 35 ~ No. 41 side steel pipes, steel pipe and between steel pipe.Side
In the steel pipe work progress of side, a steel pipe need to be treated and construction steel pipe is connected firmly and excavated in steel pipe and soil between steel pipe
After body, concrete perfusion, then next steel pipe of jacking.In the side steel pipe No. 33 and No. 42 of lowermost inside reserved and pilot tunnel
The Steel bar rack 11 that armored concrete abutment wall 12 is connected, referring to Fig. 5.
Step 5：Using front pre-grouting strengthening stratum, benching tunnelling method excavates following pilot tunnel Z5, Z6, and applies preliminary bracing
13.Apply armored concrete abutment wall 12 and strip foundation under wall 14 in following pilot tunnel, and make side steel pipe foot 33, No. 42 with leading
Armored concrete abutment wall connection is firm in hole, referring to Fig. 6 and 7.
Step 6：First bottom heading Z2 excavation is carried out using the excavation method of following pilot tunnel, and applies preliminary bracing
13, referring to Fig. 8.
Step 7：After first bottom heading Z2 insertions, the first top pilot tunnel Z1 excavation, pilot tunnel are carried out again using benching tunnelling method
Using grid supporting 131, referring to Fig. 9.
Step 8：The first top pilot tunnel Z1 and the waterproof in the first bottom heading Z2 and bottom girder 15 and part are applied respectively
Bottom plate 16, steel pipe column 18 is built using artificial digging pile 17, top longeron 19 and partial panels 20 is then poured, referring to Figure 10.
Step 9：Using the above method and step longitudinal direction step excavation the second bottom heading Z4 and the second top pilot tunnel Z3, lead
Grouting and reinforcing processing is carried out to the soil body between pilot tunnel adjacent thereto during wide open digging, soil stabilization 21, water filling muddy water is formed
Glass dual slurry, and constructing pilot tunnel inner waterproofing plate, bottom girder, part backplane and top longeron, partial panels, steel pipe column, ginseng respectively
See Figure 11.
Step 10：Top pilot tunnel layout grid supporting is abolished, waterproof layer is laid, across top plate 22 in performing, referring to Figure 12.
Step 11：In after top plate reaches design strength 80%, longitudinal divisionses excavate more than the bottom of plate 23 soil in station hall layer
Type steel support 24 is used at body, top steel pipe and side fastener for connection, station hall layer side wall waterproof layer at station structure end bay is performed,
Plate end welding corbels support 25 and side fastener for connection in station hall layer, in constructing successively in longeron 26, station hall layer plate 23 and
The side wall joint 27 of the upper and lower layer of middle plate end, referring to Figure 13.
Step 12：After plate in station hall layer 23 reaches design strength 80%, bottom is performed to bottom plate position across the soil body in excavation
Plate 28 simultaneously removes grid supporting, and the soil body reserves certain slope 29, referring to Fig. 4-11.In treating design strength is reached across underplate concrete
After 80%, the end bay soil body is excavated to the bottom of bottom plate position, back cover structure is applied and removes part pilot tunnel structure, perform bottom plate and prevent
Water layer simultaneously pours bottom plate remaining structure, referring to Figure 14.
Step 13：Remaining grid supporting 13 is abolished, remaining Lock gate is performed, remaining agent structure is poured, construction is completed,
Referring to Figure 15.
Embodiment described above is only that the preferred embodiment of the present invention is described, not to the model of the present invention
Enclose and be defined, on the premise of design spirit of the present invention is not departed from, technical side of the those of ordinary skill in the art to the present invention
In various modifications and improvement that case is made, the protection domain that claims of the present invention determination all should be fallen into.
Claims (5)
1. a kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station, it is characterised in that including such as
Lower step：
1）In active well surrounding construction fender post, after fender post reaches intensity, the excavation of well is operated, jacking construction is built
Platform；
2）Flange plate is welded in the both sides of construction steel pipe, and prepared screw-bolt hole and preformed groove are opened up in both sides；
3）Using all top steel pipes and the side steel pipe of both sides the top of pipe jacking method tunneling section, steel is removed when excavating
The soil body between the soil body inside pipe, and each steel pipe of preformed groove removing for passing through steel pipe side；After the completion of jacking and digger make, in phase
Connecting bolt is installed by prepared screw-bolt hole in adjacent steel pipe, after adjacent steel pipe lateral connection is installed, in the weldering of steel pipe two ends
Plugging plate is connect, to concrete perfusion between steel duct and adjacent steel pipe；
4）After the side steel pipe and top fastener for connection of both sides the top are firm, remaining side steel pipe is carried out successively from top to bottom
Jacking, the slip casting operation in the connection between steel pipe, and steel pipe and between steel pipe；
5）Using front pre-grouting strengthening stratum, benching tunnelling method excavates the following pilot tunnel in both sides and applies preliminary bracing, in following pilot tunnel
Armored concrete abutment wall and strip foundation under wall are inside applied, the side steel pipe for connecting both sides bottom；
6）First bottom heading excavation is carried out using the excavation method of side pilot tunnel, and applies preliminary bracing；
7）After first bottom heading insertion, the excavation of the first top pilot tunnel is carried out again using benching tunnelling method, the first top pilot tunnel is used
Grid supporting；
8）The first top pilot tunnel, the waterproof in the first bottom heading, and bottom girder and part backplane are applied respectively, using artificial
Caisson builds steel pipe column, then pours top longeron and partial panels；
9）Using step 6）To step 8）The longitudinal bottom heading of step excavation second of method and the second top pilot tunnel, pilot drive
During carry out grouting and reinforcing processing to the soil body between pilot tunnel adjacent thereto, and respectively constructing pilot tunnel inner waterproofing plate, bottom girder,
Part backplane and top longeron, partial panels, steel pipe column；
10）Top pilot tunnel layout grid supporting is abolished, waterproof layer is laid, across top plate in performing；
11）In after top plate reaches design strength 80%, longitudinal divisionses excavate the bottom above soil body of plate in station hall layer, level
Steel pipe and vertical steel pipe junction use type steel support, perform station hall layer side wall waterproof layer at station structure end bay, middle plate termination
Place's welding corbels support is connected with vertical steel pipe, respectively plate in longeron and station hall layer in construction；
12）After plate in station hall layer reaches design strength 80%, applied in excavating respectively across the soil body and the end bay soil body to bottom plate position
Do bottom plate；
13）Remaining grid supporting is abolished, remaining Lock gate is performed, remaining agent structure is poured, construction is completed.
2. construction method according to claim 1, it is characterised in that step 4）In, in the steel pipe work progress of side, it need to treat
A upper side steel pipe and construction steel pipe are connected firmly and excavated in steel pipe and between steel pipe after the soil body and concrete perfusion, then
Next side steel pipe of jacking.
3. construction method according to claim 2, it is characterised in that reserved in undermost side steel pipe with leading below
The Steel bar rack that armored concrete abutment wall is connected inside hole.
4. construction method according to claim 1, it is characterised in that step 11）In, plate end in the station hall layer
Upper and lower layer side wall sets joint design.
5. construction method according to claim 1, it is characterised in that step 12）In, perform the specific method of bottom plate such as
Under：
Across the bottom of the soil body to bottom plate position in excavation, apply back cover structure and remove part pilot tunnel structure, across bottom plate in performing
Waterproof layer and in pouring across bottom plate；
In after underplate concrete reaches design strength 80%, the end bay soil body is excavated to the bottom of bottom plate position, back cover knot is applied
Structure simultaneously removes part pilot tunnel structure, performs base plate waterproofing and pours bottom plate remaining structure.
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| CN201710370641.XA CN107100653A (en) | 2017-05-23 | 2017-05-23 | A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710370641.XA CN107100653A (en) | 2017-05-23 | 2017-05-23 | A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station |
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| Publication Number | Publication Date |
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| CN107100653A true CN107100653A (en) | 2017-08-29 |
Family
ID=59669275
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| CN201710370641.XA Pending CN107100653A (en) | 2017-05-23 | 2017-05-23 | A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station |
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Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108343450A (en) * | 2018-04-18 | 2018-07-31 | 中铁十四局集团有限公司 | A kind of new pipe-roof method active well ruggedized construction and reinforcement means |
| CN108868778A (en) * | 2018-07-02 | 2018-11-23 | 中国铁路设计集团有限公司 | A kind of Large Underground Structure no-dig technique construction method |
| CN109024668A (en) * | 2018-06-07 | 2018-12-18 | 北京市轨道交通设计研究院有限公司 | A kind of construction method of multilayer subway station |
| CN109488314A (en) * | 2018-12-30 | 2019-03-19 | 中铁十四局集团有限公司 | Pipe curtain construction method |
| CN109653772A (en) * | 2019-02-03 | 2019-04-19 | 东北大学 | A kind of shallow buried tube curtain support system and its construction method |
| CN109736813A (en) * | 2018-12-30 | 2019-05-10 | 中铁十四局集团有限公司 | Engineering construction method |
| CN110486062A (en) * | 2019-08-15 | 2019-11-22 | 中交铁道设计研究总院有限公司 | A kind of method of mechanical tunneling multilayer multispan underground engineering in weak soil |
| CN110528575A (en) * | 2019-07-10 | 2019-12-03 | 中铁上海工程局集团华海工程有限公司 | Subway solid concrete roabed concrete reserved opening device and its construction method |
| CN110593881A (en) * | 2019-09-17 | 2019-12-20 | 中铁第六勘察设计院集团有限公司 | Method for realizing large-section underground space excavation by using small-section combined jacking pipe |
| CN111677520A (en) * | 2020-06-17 | 2020-09-18 | 海南大学 | Construction method for excavating station structure by tunnel-first station-later station pipe curtain hole-pile method |
| CN111677515A (en) * | 2020-05-20 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Construction method for breaking open cut foundation pit wall into hole from pile support supporting system by adopting shallow-buried underground excavation method |
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| CN112901213A (en) * | 2021-03-04 | 2021-06-04 | 中铁七局集团有限公司 | Underground roof construction method based on pipe curtain support |
| CN113153355A (en) * | 2021-04-26 | 2021-07-23 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for down-penetrating tunnel forepoling curtain |
| CN113202508A (en) * | 2021-05-07 | 2021-08-03 | 上海市城市建设设计研究总院（集团）有限公司 | Construction method for providing shear-resistant bearing capacity for gapped discrete steel structure pipe row |
| CN114198116A (en) * | 2021-11-10 | 2022-03-18 | 同济大学 | Pipe curtain box culvert integration tunnel structure with connect and strengthen |
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