CN110043284A - The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of - Google Patents
The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of Download PDFInfo
- Publication number
- CN110043284A CN110043284A CN201910342815.0A CN201910342815A CN110043284A CN 110043284 A CN110043284 A CN 110043284A CN 201910342815 A CN201910342815 A CN 201910342815A CN 110043284 A CN110043284 A CN 110043284A
- Authority
- CN
- China
- Prior art keywords
- urban underground
- cavern
- construction method
- underground passage
- grouting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 37
- 238000009412 basement excavation Methods 0.000 claims abstract description 23
- 239000002689 soil Substances 0.000 claims abstract description 22
- 238000007596 consolidation process Methods 0.000 claims abstract description 8
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 6
- 238000000034 method Methods 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 238000007569 slipcasting Methods 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 238000013461 design Methods 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 16
- 230000005641 tunneling Effects 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 10
- 238000009434 installation Methods 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 4
- 229920002472 Starch Polymers 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims description 3
- 238000012407 engineering method Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 235000019698 starch Nutrition 0.000 claims description 3
- 239000008107 starch Substances 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 2
- 238000004062 sedimentation Methods 0.000 abstract description 5
- 238000010586 diagram Methods 0.000 description 7
- 230000009286 beneficial effect Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000004115 Sodium Silicate Substances 0.000 description 1
- 230000010485 coping Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 229910052911 sodium silicate Inorganic materials 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
Landscapes
- 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)
- Mechanical Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The present invention relates to a kind of urban underground space construction methods, the Urban Underground Passage excavating construction method of major hazard source are especially worn under one kind comprising following steps: S1. excavating shaft；S2. vault pipe canopy soil mass consolidation is set；S3. deep hole grouting soil mass consolidation；S4. dark-excavated passageway；S5. preliminary bracing is constructed；S6. Second Lining Construction.This Urban Underground Passage excavating construction method is cooperated before excavation by pipe canopy and deep hole grouting, and the reinforcing of the soil body is carried out, and can effectively be weakened because bottom surface caused by excavating settles, so as to avoid major hazard source due to sedimentation bring security risk.
Description
Technical field
The present invention relates to a kind of urban underground space construction methods, and the Urban Underground of major hazard source is especially worn under one kind
Channel excavating construction method.
Background technique
With the propulsion of urbanization process, Urban Underground Space Excavation becomes a ring important in urban construction.City
Underground space development is primarily referred to as the construction such as subway, pipeline.In process of construction, need to excavate a large amount of channel.Large and medium-sized
In city, Urban Underground Space Excavation degree is quite high, on this basis, continues the boring constructions such as subway construction,
The major hazard sources such as the inevitable Xia Chuan gas station of the excavation work newly carried out, gas station.Underpass is when excavating, earth stress meeting
It changes, bottom surface is caused to settle, and major hazard source is low to the tolerance of surface subsidence, easily leads to safety accident.
In the prior art, there has been no the mature schemes for coping with the problem.Therefore, in urban underground space ground settlement and tunnel,
If wearing major hazard source under the channel newly excavated, safety accident is easily caused.
Summary of the invention
Goal of the invention of the invention is: for the prior art there are when the tunneling of urban underground space channel, if under wear weight
Big danger source, the problem of easily causing safety accident, provide it is a kind of under wear the Urban Underground Passage tunneling of major hazard source
Construction method.
To achieve the goals above, the technical solution adopted by the present invention are as follows:
The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of, comprising the following steps:
S1. excavating shaft；
S2. vault pipe canopy soil mass consolidation is set；
S3. deep hole grouting soil mass consolidation；
S4. dark-excavated passageway；
S5. preliminary bracing is constructed；
S6. Second Lining Construction.
As a preferred solution of the present invention, step S2 includes:
S21. service sleeve makes the centerline parallel of casing in the middle line in channel；
S22. drilling machine is hung to shaft bottom, along preset guide rail by drilling-machine shifter to operating position；
S23. drilling trace is preset；
S24. guide digging, during guide digging, mud circulation；
S25. follow up steel pipe, during following up steel pipe, controls the direction of steel pipe；
S26. tube shed grouting makes slurries full of steel pipe.
As a preferred solution of the present invention, in step s 25, one meter of every drilling or one section drilling rod of every drilling are once bored
The measurement of head inclination angle, drill bit inclination deviation range is within ± 0.3%.
As a preferred solution of the present invention, step S3 includes:
S31. injected hole is bored；
S32. retrusive slip casting, marginal not starch side and fall back drilling rod；
S33. pressure reach eventually slurry pressure or grouting amount reach design grouting amount twice when, terminate slip casting.
As a preferred solution of the present invention, in step S4, ground settlement and tunnel is carried out by CRD engineering method, step S4 includes following
Step:
S41. left side arcade upper cavern is excavated by benching tunneling method, remaining core soil in advance simultaneously applies left side arcade upper hole
The preliminary bracing of room；
S42. after cavern on left side into after the pre-determined distance of hole, benching tunneling method excavates left lower cavern, and applies left side
The preliminary bracing of lower part cavern；
S43. after cavern under left side into after the pre-determined distance of hole, benching tunneling method excavates right upper portion cavern, remaining core soil in advance
And apply the preliminary bracing of right upper portion cavern；
S44. after cavern on right side into after the pre-determined distance of hole, benching tunneling method excavates lower right side cavern, and applies right side
The preliminary bracing of lower part cavern；
S45. median septum bottom is removed, applies waterproof layer, assembling reinforcement pours inverted arch；
S46. partition and remaining median septum in removing, lay waterproof layer, and two lining of casting completes channel design.
As a preferred solution of the present invention, step S5 includes:
S51. out break is handled；
S52. outside reinforced mesh installation；
S53., grid steel frame is installed；
S54. steelframe position is adjusted according to control line；
S55. longitudinally connected muscle and inside steel mesh are welded；
S56. it pads arch springing, set lock foot anchor tube；
S57. just branch backfill slip casting behind.
As a preferred solution of the present invention, step S57 includes:
S571. injected hole is bored；
S572. low-pressure grouting, slip casting positional distance excavation face 3m-5m, grouting pressure are overflowed with controlling slurries from excavation face
Until；
S573. full pressure grouting, slip casting positional distance excavation face 8m-10m stablize 3 points after grouting pressure reaches design final pressure
There is grout leaking in clock or adjacent holes, terminate single hole slip casting.
As a preferred solution of the present invention, step S6 includes:
S61. temporary support is removed；
S62., reinforcing bar is installed；
S63. installation template；
S64. concrete construction；
S65. two lining structure back-grouting.
As a preferred solution of the present invention, step S61 includes:
S611. 0.4-0.6m width is abolished to the bottom of interim mid-board, cutoff process is carried out to the grid being exposed,
The stability of channel design is observed, carries out the construction of bottom inverted arch after stablizing；
S623. to 0.2-0.4m width is abolished at the top of interim mid-board concrete, the grid being exposed is cut
Disconnected processing, observes the stability of channel design, removes the top half of temporary support after stablizing；
S622. 0.2-0.4m width is abolished respectively to interim median septum both ends concrete, to the grid being exposed into
Row cutoff process observes the stability of channel design, removes the lower half portion of temporary support after stablizing.
As a preferred solution of the present invention, in step S61, temporary support is removed using pneumatic pick.
In conclusion by adopting the above-described technical solution, the beneficial effects of the present invention are:
1. being cooperated before excavation by pipe canopy and deep hole grouting, the reinforcing of the soil body is carried out, can effectively be weakened because excavation draws
Rise bottom surface sedimentation, so as to avoid major hazard source due to sedimentation bring security risk；
2. being excavated using CRD method, there are Core Soils to support excavation face for digging process, so as to promptly build arch
Preliminary bracing, excavated surface stability are strong；It is all in vault and inverted arch preliminary bracing that subsequent Core Soil and lower part, which are excavated,
Protection is lower to be carried out, and working security is good.
Detailed description of the invention
Fig. 1 is the ongoing passage section schematic diagram of step S2 of the invention.
Fig. 2 is the ongoing passage section schematic diagram of step S41 of the invention.
Fig. 3 is the ongoing passage section schematic diagram of step S42 of the invention.
Fig. 4 is the ongoing passage section schematic diagram of step S43 of the invention.
Fig. 5 is the ongoing passage section schematic diagram of step S44 of the invention.
Fig. 6 is the ongoing passage section schematic diagram of step S45 of the invention.
Fig. 7 is the ongoing passage section schematic diagram of step S46 of the invention.
Icon: partition in 1-；2- casing；3- locks foot anchor tube；The 4- soil body.
Specific embodiment
With reference to the accompanying drawing, the present invention is described in detail.
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
Embodiment
Please refer to Fig. 1-Fig. 7.The embodiment of the invention provides the Urban Underground Passage tunnelings that major hazard source is worn under one kind
Construction method, this Urban Underground Passage excavating construction method the following steps are included:
S1. excavating shaft；
S2. vault pipe canopy soil mass consolidation 4 is set；
S3. deep hole grouting soil mass consolidation 4；
S4. dark-excavated passageway；
S5. preliminary bracing is constructed；
S6. Second Lining Construction.
In step sl, shaft excavation is carried out by open cut mode.
Step S2 includes:
S21. service sleeve 2 make the centerline parallel of casing 2 in the middle line in channel；
S22. drilling machine is hung to shaft bottom, along preset guide rail by drilling-machine shifter to operating position；
S23. drilling trace is preset；
S24. guide digging, during guide digging, mud circulation；
S25. follow up steel pipe, during following up steel pipe, controls the direction of steel pipe；
S26. tube shed grouting makes slurries full of steel pipe.
In step s 24, it is recycled using small pump amount mud.The Marsh funnel viscosity of mud was at 30-40 seconds, pH value 8.5-
10, slurry consumption is 2-4 times of aperture.By the control mud water return amount of backwater valve and seal box, remain mud
Water return amount is less than inflow.
In step s 25, with drilling into, adjacent steel pipe is connected by welding steel pipe.
Step S3 includes:
S31. injected hole is bored；
S32. retrusive slip casting, marginal not starch side and fall back drilling rod；
S33. pressure reach eventually slurry pressure or grouting amount reach design grouting amount twice when, terminate slip casting.
In step s3, range of grouting is 0.5 meter inner to channel arch and side wall outline excavation to outer 2 meters of model
Enclose interior progress.Injecting paste material uses cement-sodium silicate double liquid, injected hole single line rings arrangement, by working towards excavation direction
Multi-angle slip casting is radially carried out, injected hole circumferential direction cloth pitch of holes 0.6m encrypts hole location, under horizontal direction at top bar arch springing
Point multi-angle sets injected hole, completes leave from office order range slip casting while top bar deep hole grouting.Grouting pressure 0.5MPa-
1.0MPa。
In step s 4, by CRD engineering method carry out channel excavation work, specifically, S4 the following steps are included:
S41. left side arcade upper cavern is excavated by benching tunneling method, remaining core soil in advance simultaneously applies left side arcade upper hole
The preliminary bracing of room；
S42. after cavern on left side into after the pre-determined distance of hole, benching tunneling method excavates left lower cavern, and applies left side
The preliminary bracing of lower part cavern；
S43. after cavern under left side into after the pre-determined distance of hole, benching tunneling method excavates right upper portion cavern, remaining core soil in advance
And apply the preliminary bracing of right upper portion cavern；
S44. after cavern on right side into after the pre-determined distance of hole, benching tunneling method excavates lower right side cavern, and applies right side
The preliminary bracing of lower part cavern；
S45. median septum bottom is removed, applies waterproof layer, assembling reinforcement pours inverted arch；
S46. partition 1 and remaining median septum in removing, lay waterproof layer, and two lining of casting completes channel design.
In above-mentioned steps, pre-determined distance 10m.
Step S5 includes:
S51. out break is handled；
S52. outside reinforced mesh installation；
S53., grid steel frame is installed；
S54. steelframe position is adjusted according to control line；
S55. longitudinally connected muscle and inside steel mesh are welded；
S56. it pads arch springing, set lock foot anchor tube 3；
S57. just branch backfill slip casting behind.
Further, in step S57, comprising:
S571. injected hole is bored；
S572. low-pressure grouting, slip casting positional distance excavation face 3m-5m, grouting pressure are overflowed with controlling slurries from excavation face
Until；
S573. full pressure grouting, slip casting positional distance excavation face 8m-10m stablize 3 points after grouting pressure reaches design final pressure
There is grout leaking in clock or adjacent holes, terminate single hole slip casting.
Step S6 includes:
S61. temporary support is removed；
S62., reinforcing bar is installed；
S63. installation template；
S64. concrete construction；
S65. two lining structure back-grouting.
Further, step S61 includes:
S611. 0.45m width is abolished to the bottom of interim mid-board, cutoff process is carried out to the grid being exposed, is seen
The stability of channel design is examined, carries out the construction of bottom inverted arch after stablizing；
S623. to 0.3m width is abolished at the top of interim mid-board concrete, cut-off part is carried out to the grid being exposed
Reason observes the stability of channel design, removes the top half of temporary support after stablizing；
S622. 0.3m width is abolished to interim median septum both ends concrete respectively, the grid being exposed is cut
Disconnected processing, observes the stability of channel design, removes the lower half portion of temporary support after stablizing.
Further, in step S61, temporary support is removed using pneumatic pick, demolishing process can be effectively reduced
Influence to ambient enviroment, is further ensured that safety.
The beneficial effect that the Urban Underground Passage excavating construction method of major hazard source is worn under provided by the invention is:
1. being cooperated before excavation by pipe canopy and deep hole grouting, the reinforcing of the soil body 4 is carried out, can effectively be weakened because excavation draws
Rise bottom surface sedimentation, so as to avoid major hazard source due to sedimentation bring security risk；
2. being excavated using CRD method, there are Core Soils to support excavation face for digging process, so as to promptly build arch
Preliminary bracing, excavated surface stability are strong；It is all in vault and inverted arch preliminary bracing that subsequent Core Soil and lower part, which are excavated,
Protection is lower to be carried out, and working security is good.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (10)
1. wearing the Urban Underground Passage excavating construction method of major hazard source under one kind, which comprises the following steps:
S1. excavating shaft；
S2. vault pipe canopy soil mass consolidation is set；
S3. deep hole grouting soil mass consolidation；
S4. dark-excavated passageway；
S5. preliminary bracing is constructed；
S6. Second Lining Construction.
2. Urban Underground Passage excavating construction method according to claim 1, which is characterized in that the step S2 includes:
S21. service sleeve makes the centerline parallel of casing in the middle line in channel；
S22. drilling machine is hung to shaft bottom, along preset guide rail by drilling-machine shifter to operating position；
S23. drilling trace is preset；
S24. guide digging, during guide digging, mud circulation；
S25. follow up steel pipe, during following up steel pipe, controls the direction of steel pipe；
S26. tube shed grouting makes slurries full of steel pipe.
3. Urban Underground Passage excavating construction method according to claim 2, which is characterized in that in the step S25,
One meter of every drilling or one section drilling rod of every drilling carry out a drill bit inclination angle measurement, and drill bit inclination deviation range is within ± 0.3%.
4. Urban Underground Passage excavating construction method according to claim 1, which is characterized in that the step S3 includes:
S31. injected hole is bored；
S32. retrusive slip casting, marginal not starch side and fall back drilling rod；
S33. pressure reach eventually slurry pressure or grouting amount reach design grouting amount twice when, terminate slip casting.
5. Urban Underground Passage excavating construction method according to claim 1, which is characterized in that in the step S4, lead to
Cross CRD engineering method carry out ground settlement and tunnel, the step S4 the following steps are included:
S41. left side arcade upper cavern is excavated by benching tunneling method, remaining core soil in advance simultaneously applies left side arcade upper cavern
Preliminary bracing；
S42. after cavern on left side into after the pre-determined distance of hole, benching tunneling method excavates left lower cavern, and applies left lower
The preliminary bracing of cavern；
S43. after cavern under left side into after the pre-determined distance of hole, benching tunneling method excavates right upper portion cavern, and remaining core soil in advance is simultaneously applied
Make the preliminary bracing of right upper portion cavern；
S44. after cavern on right side into after the pre-determined distance of hole, benching tunneling method excavates lower right side cavern, and applies lower right side
The preliminary bracing of cavern；
S45. median septum bottom is removed, applies waterproof layer, assembling reinforcement pours inverted arch；
S46. partition and remaining median septum in removing, lay waterproof layer, and two lining of casting completes channel design.
6. Urban Underground Passage excavating construction method according to claim 1, which is characterized in that the step S5 includes:
S51. out break is handled；
S52. outside reinforced mesh installation；
S53., grid steel frame is installed；
S54. steelframe position is adjusted according to control line；
S55. longitudinally connected muscle and inside steel mesh are welded；
S56. it pads arch springing, set lock foot anchor tube；
S57. just branch backfill slip casting behind.
7. Urban Underground Passage excavating construction method according to claim 6, which is characterized in that the step S57 includes:
S571. injected hole is bored；
S572. low-pressure grouting, slip casting positional distance excavation face 3m-5m, grouting pressure is until controlling slurries and overflow from excavation face；
S573. satisfy pressure grouting, slip casting positional distance excavation face 8m-10m, grouting pressure reach design final pressure after, stablize 3 minutes or
There is grout leaking in adjacent holes, terminate single hole slip casting.
8. Urban Underground Passage excavating construction method according to claim 1, which is characterized in that the step S6 includes:
S61. temporary support is removed；
S62., reinforcing bar is installed；
S63. installation template；
S64. concrete construction；
S65. two lining structure back-grouting.
9. Urban Underground Passage excavating construction method according to claim 8, which is characterized in that the step S61 includes:
S611. 0.4-0.6m width is abolished to the bottom of interim mid-board, cutoff process, observation is carried out to the grid being exposed
The stability of channel design carries out the construction of bottom inverted arch after stablizing；
S623. to 0.2-0.4m width is abolished at the top of interim mid-board concrete, cut-off part is carried out to the grid being exposed
Reason observes the stability of channel design, removes the top half of temporary support after stablizing；
S622. 0.2-0.4m width is abolished to interim median septum both ends concrete respectively, the grid being exposed is cut
Disconnected processing, observes the stability of channel design, removes the lower half portion of temporary support after stablizing.
10. Urban Underground Passage excavating construction method according to claim 8, which is characterized in that in the step S61
In, temporary support is removed using pneumatic pick.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910342815.0A CN110043284A (en) | 2019-04-26 | 2019-04-26 | The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910342815.0A CN110043284A (en) | 2019-04-26 | 2019-04-26 | The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110043284A true CN110043284A (en) | 2019-07-23 |
Family
ID=67279491
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910342815.0A Pending CN110043284A (en) | 2019-04-26 | 2019-04-26 | The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110043284A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN111878095A (en) * | 2020-08-11 | 2020-11-03 | 中铁十八局集团有限公司 | Construction method for existing underground structure of newly-built channel connection without reserved interface |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104912562A (en) * | 2015-06-30 | 2015-09-16 | 中铁一局集团有限公司 | Construction method for deformation control over existing operation tunnel crossing under shield |
| CN106988750A (en) * | 2017-05-26 | 2017-07-28 | 中铁四局集团第三建设有限公司 | The embodiment at existing station is worn under a kind of large span running tunnel super close distance |
| CN109538229A (en) * | 2018-10-18 | 2019-03-29 | 中铁十六局集团地铁工程有限公司 | A kind of construction method of tunneling subway tunnel crossing ancient building |
-
2019
- 2019-04-26 CN CN201910342815.0A patent/CN110043284A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104912562A (en) * | 2015-06-30 | 2015-09-16 | 中铁一局集团有限公司 | Construction method for deformation control over existing operation tunnel crossing under shield |
| CN106988750A (en) * | 2017-05-26 | 2017-07-28 | 中铁四局集团第三建设有限公司 | The embodiment at existing station is worn under a kind of large span running tunnel super close distance |
| CN109538229A (en) * | 2018-10-18 | 2019-03-29 | 中铁十六局集团地铁工程有限公司 | A kind of construction method of tunneling subway tunnel crossing ancient building |
Non-Patent Citations (2)
| Title |
|---|
| 和孙文: "《地铁区间隧道零距离下穿运营车站矿山法施工关键技术》", 30 June 2018, 中国铁道出版社 * |
| 江苏省建设工程质量监督总站南京市轨道交通建设工程质量安全监督站: "《城市轨道交通工程质量监督实务》", 30 November 2017, 东南大学出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN111878095A (en) * | 2020-08-11 | 2020-11-03 | 中铁十八局集团有限公司 | Construction method for existing underground structure of newly-built channel connection without reserved interface |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN102606162B (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN105715296B (en) | Sand blowing, backfilling and grouting construction method for tunnel to penetrate through coal mine goaf | |
| CN103628894B (en) | Method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing | |
| CN108678777A (en) | The method for protecting support of Tunnel Crushed Zone section | |
| CN105863648B (en) | A kind of tunneling is shallow to cover large-section tunnel construction method | |
| CN104818991A (en) | Construction method of residual slope wash tunnel with shallow cover and unsymmetrical pressure | |
| CN110735653A (en) | deep-hole retreating type grouting water plugging construction method for igneous rock water-rich fault | |
| CN102562099A (en) | Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits | |
| CN107023300A (en) | A kind of use canopy, which is defended the doctrine, builds the construction method of subway station | |
| CN107339108B (en) | The layer of sand location subway pipe shed construction method of underground water enrichment | |
| CN108661650A (en) | A kind of rich water magmatic body area depth pozo shaft construction method | |
| CN106050277B (en) | One kind is soft to mould the body Karst Tunnel reinforcement process that caves in | |
| CN107503755A (en) | A kind of construction method for exempting from button arch flat-top cavern-pile method construction subway station | |
| CN109736827A (en) | The method that city underground ground consisting of hard rock service channel high pressure gas expansion fracturing is excavated | |
| CN208965598U (en) | The Anti-seeping technology structure of grout curtain and underground chamber intersection area | |
| CN103410522A (en) | Continuous close-range underpass railway bridge construction method employing shallow tunneling method | |
| CN105909265B (en) | Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel | |
| CN110905536A (en) | Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN112177635A (en) | Construction method of step multiple advanced small guide pipe and construction method of overlapped tunnel | |
| CN110043284A (en) | The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of | |
| JP2022553449A (en) | External expansion pipe construction method for drilling in the mining zone | |
| CN204099720U (en) | The protective housing that under soil stone combination geological condition, artificial pipe jacking construction method is used |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190723 |