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 PDF

Info

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
cavern
urban underground
construction
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
Application number
CN201910342815.0A
Other languages
Chinese (zh)
Inventor
巩森
肖毅
王峰
徐振龙
李小军
杨建明
赵瑞亮
杨西富
何继华
许彪
王后高
方业飞
武俊杰
邓涛
姜潇
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
CHINA RAILWAY 23TH BUREAU GROUP 6TH ENGINEERING Co Ltd
Original Assignee
CHINA RAILWAY 23TH BUREAU GROUP 6TH ENGINEERING Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by CHINA RAILWAY 23TH BUREAU GROUP 6TH ENGINEERING Co Ltd filed Critical CHINA RAILWAY 23TH BUREAU GROUP 6TH ENGINEERING Co Ltd
Priority to CN201910342815.0A priority Critical patent/CN110043284A/en
Publication of CN110043284A publication Critical patent/CN110043284A/en
Pending legal-status Critical Current

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • E21D11/105Transport 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
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal
    • E21D11/18Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38Waterproofing; Heat insulating; Soundproofing; Electric insulating
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/008Anchoring or tensioning means
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D5/00Lining shafts; Linings therefor
    • E21D5/04Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials

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

The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of
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.
CN201910342815.0A 2019-04-26 2019-04-26 The Urban Underground Passage excavating construction method of major hazard source is worn under a kind of Pending CN110043284A (en)

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)

Citations (3)

* Cited by examiner, † Cited by third party
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

Patent Citations (3)

* Cited by examiner, † Cited by third party
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)

* Cited by examiner, † Cited by third party
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 *

Similar Documents

Publication Publication Date Title
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN105041325B (en) Construction method of high-tension water-rich extra-large-section weak breccia tunnel
CN101864960B (en) Carst region double-arch road tunnel construction method
CN102493822B (en) Method for performing curtain grouting construction on tunnel by water rich fault influence zone
CN104790978B (en) The tunnel ring-shaped base tunnel construction method of small interval crossings on different level
CN101614125B (en) Construction method of V-level surrounding rock tunnel
CN104564128B (en) A kind of shallow-depth-excavation tunnel construction deformation monitoring method
CN101832142B (en) Tunnel information tracing accurate grouting method
CN101775988B (en) Method for constructing from inclined shaft to main tunnel in weak surrounding rock
CN102011397B (en) Construction process of concrete form water-stopping occlusion pile
CN105840207B (en) Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body
CN104612698A (en) Method for constructing upper step middle partition wall of shallow-buried excavation tunnel
CN103510959B (en) A kind of Shallow-buried Large-span small interval loess tunnel excavation technology
CN103306687B (en) Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method
CN105257301B (en) A kind of shallow-depth-excavation tunnel weak surrounding rock landslide reinforcing and processing method
CN108442382B (en) In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method
CN102877858B (en) Reinforcing method for crushed top plate of coal face
CN102182472B (en) Backfill repairing method for tunnel collapse cavity
CN102606162B (en) Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel
CN102278130B (en) Process method for reinforcing and grouting of high-pressure water-rich solution cavity of tunnel
CN103089275B (en) Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections
CN103993892B (en) A kind of supporting method for weak broken uneven strata constructing tunnel
CN103410527A (en) Preliminary bracing construction method for tunnel with surrounding rocks containing collapsible loess and soft rocks
CN104500077B (en) A kind of shallow-depth-excavation tunnel passes through cottage area construction method
CN102061697B (en) Method for treating uneven settlement of building

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