CN102733413A - Method for controlling subsidence of operating subway tunnel - Google Patents
Method for controlling subsidence of operating subway tunnel Download PDFInfo
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- CN102733413A CN102733413A CN2012101998459A CN201210199845A CN102733413A CN 102733413 A CN102733413 A CN 102733413A CN 2012101998459 A CN2012101998459 A CN 2012101998459A CN 201210199845 A CN201210199845 A CN 201210199845A CN 102733413 A CN102733413 A CN 102733413A
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Abstract
The invention discloses a method for controlling subsidence of an operating subway tunnel. The method comprises the following steps of: excavating vertical working wells at two sides of the operating subway tunnel to the bottom elevation of the tunnel; then, performing bored cast-in-place pile or prestressed pipe pile construction in the working wells at both sides; subsequently, building a transverse reinforced concrete head piece at the bottom elevation of the tunnel, wherein the head piece and bored cast-in-place piles or prestressed pipe piles at both sides form portal support structures of the operating subway tunnel together; and finally, backfilling the working wells. By arranging the portal support structures in weak soil layer section areas along the longitudinal direction of the operating subway tunnel at intervals of 100m-500m, the problem that the weak soil layer subsidence is caused to the operating subway tunnel due to train load is integrally controlled. The method for controlling the subsidence of the operating subway tunnel has the advantages that the normal traffic in the tunnel is not influenced during the construction period; the excavated volume is small; the protect amount is small; the construction cost is low; influences on surrounding buildings, the operating subway tunnel and the environment are small; and the problem that the long-term subsidence caused to the weak soil layer section area due to the train load can be solved at a time to eliminate future troubles forever, therefore, the cost of long-term maintenance is reduced, and the operating safety is ensured.
Description
Technical field
The present invention relates to tunnel and underground construction technical field, relate in particular to a kind of operated subway tunnel subsidence control method.Mainly be applicable to operated subway in coastal, the riverine soft soil foundation because factors such as train load cause technical fields such as long-term settlement control.
Background technology
Along with infrastructure such as coastal, the riverine weak soil of country district subway tunnel put into effect in a large number, these engineerings are as country's (or city) lifeline engineering, and its safety greatly affects the people life property safety, and social stability.The inner tunnel relative settlement has a strong impact on train operation safety during the operation, and control operation phase tunnel relative settlement is to guarantee one of key technical problem of workmanship and safety.But; Because train course under cyclic loading; Variation, the transition between the different structure thing of different highway sections geological condition connect the difference of different highway sections foundation treatment mode, the consolidation settlement time response of weak soil and structural; And the influence of factor such as underground water variation, progressively produce diseases such as relative settlement easily in the subway tunnel operation phase.For example, Shanghai area portion subway has had the sedimentation of 30-40 cm at present, if things go on like this will influence train and normally run.If head it off fundamentally all need not spend more expense and handle differential deformation at every turn, long processing period, maintenance process construction are big to tunnel operation and surrounding environment influence, and often treatment effect is not good; Relative settlement will have a strong impact on operation security, cause potential safety hazard, therefore must fundamentally punish; The effective ways of research control operated subway tunnel relative settlement have become one of focus and difficult point problem of engineers extensive concern.
Before the present invention; Chinese patent " the double-layer structure circular tunnel " (patent No.: ZL200510112096.1) with " the controlled deformation method of the double-layer structure circular tunnel " (patent No.: ZL200510112097.6), announced that a kind of pull bar that in the assembly unit of double-layer structure circular tunnel prefabricated pipe section, is provided with is to reduce the technical scheme of tunnel deformation with controlled deformation device; This technical method produces effect for the micro-strain in the tunnel prefabricated pipe section splicing, and minimizing tunnel deformation that can be to a certain extent; But such ribs is incompatible for the excessive shield tunnel of slenderness ratio, because the excessive flexibility that shows of slenderness ratio is strong more, even steel pipe, slenderness ratio is excessive also can sedimentation; This method is only effective in the relative settlement control that constructing tunnel phase tube coupling connects simultaneously, in case the operated subway tunnel has produced relative settlement, this method can't play the control effect to the relative settlement that the operation phase produces.In addition; Some technical schemes are primarily aimed at the operated subway tunnel deformation that local excavation's off-load causes and administer; But these methods still do not have positive effect for the relative settlement between the different tunnels section that causes under the factor affecting such as the dynamic load that circulates for a long time at train owing to weak soil; Simultaneously the structure base plate can only cast above operation in the conventional method, and after can only accomplishing with open cut, bottom board again, this causes the increase of engineering quantity, has also increased the off-load stress value, to the operated subway tunnel safety with stablize unfavorable.
Since member thing such as subway tunnel to the worker after relative settlement require very strictly, soft soil foundation consolidation settlement situation is complicated under the effect of the circulation of traffic simultaneously dynamic load; Unconfined increase tunnel support structure had been not only uneconomical, but also not environmental protection, poor effect; Therefore, a kind of method of controlling the operated subway tunnel subsidence of exploitation becomes an instant job.
Summary of the invention
The objective of the invention is to overcome above-mentioned deficiency and defective; Solving operated subway tunnel subsidence control method at present commonly used can't effectively prevent because factors such as traffic circulation dynamic load cause the soft soil foundation settlement issues; Propose a kind of operated subway tunnel subsidence control method, reach whole control operated subway tunnel because train load causes the effect of weak soil layer sedimentation and deformation.
The technical scheme that the present invention adopts is: the following 2-10 m of excavation vertical active well to tunnel bottom elevation at 4-10 m place, both sides, operated subway tunnel; The active well that sets out in both sides then carries out bored pile or prestressing pipe pile construction with receiving in the active well; Then at the bottom of the tunnel elevation 2-10 m place through power transmission top iron and guide rail; Hydraulic jack with being supported on the foundation ditch back seat is pressed into pipe in the soil layer, excavates and transport the earth in pipe front simultaneously; After first pipe joint all heads into soil layer, then second pipe joint is connected on the back and continues jacking, like this a joint joint pipe is headed into, perform interface, build up culvert pipe; In the culvert pipe hole, place reinforcing cage and horizontal concreting, head piece at the bottom of the formation operated subway tunnel, this beam forms operated subway portal shape braced structures with the bored pile or the pile for prestressed pipe of both sides, last backfilling working well; Confirm that according to the three-dimensional computations analysis of operated subway tunnel longitudinal direction soft layer location is interregional along the operated subway tunnel arranges a door shape braced structures at a distance from 100 m-500 m.
A kind of operated subway tunnel subsidence control method comprises following technical step:
(1) measures unwrapping wire, confirm the bigger pairing ground location of soft layer operated subway tunnel area sedimentation and deformation, confirm two active well construction locations at 4-10 m place, both sides, operated subway tunnel, erection construction machinery;
(2) at the construction location of design work well, set diaphragm wall, form the sealing working sections according to design parameters;
(3) treat that diaphragm wall reaches design strength after, excavate the inner soil body of diaphragm wall, and carry out sealing in the bottom and handle, prevent that underground water from infiltrating, two active wells of both sides, operated subway tunnel are respectively as the Starting Well and the received well of head piece construction;
(4) construction drill bored concrete pile foundation to projected depth or static pressure are squeezed into pile for prestressed pipe to projected depth in Starting Well and received well two active wells;
(5) on the side of the above 1-2 m in Starting Well bottom, according to designing requirement, the head piece of the constructing needed counter force wall of constructing;
(6) 2-10 m distance below the operated subway tunnel; Every section culvert pipe of jacking construction successively, make culvert pipe from the Starting Well jacking to received well, if run into jacking difficulty location; Inject an amount of mud to reduce resistance through the Grouting Pipe of laying in the push pipe outside, improve efficiency of construction;
(7) after the construction of completion culvert pipe, dig out the soil body in the culvert pipe, transport the soil body through the active well working platform; Transfer reinforcing cage through active well, be arranged in reinforcing cage in the middle of the culvert pipe that is hollowed out, continue and fluid concrete, form the cast-in-situ steel reinforced concrete head piece;
(8) bored pile or pile for prestressed pipe and head piece are formed integral door shape braced structures thing, treat after the concrete initial set backfill soil body and compacting in the active well;
(9) repeating step (1) ~ (8), in the direction soft layer settling amount section significantly along the operated subway tunnel, door shape braced structures thing of every interval 100-500 m construction is accomplished the integral construction of operated subway tunnel subsidence control technology at last.
Described head piece, its diameter are 1000-3000 mm, and length is the reinforced concrete structures of 10-25 m; 2-10 m distance jacking construction below the operated subway tunnel; In the culvert pipe work progress, Grouting Pipe is laid in the culvert pipe outside, when the culvert pipe construction is met difficulty; Inject an amount of mud to reduce resistance, improve efficiency of construction.
Described bored pile, its diameter are 500-1500 mm, and stake is long to be 5-80 m, and pile spacing is 1-5 m, is fixedly connected through reinforcing cage with head piece.
Described pile for prestressed pipe, its diameter are 400-1200 mm, and stake is long to be 5-80 m, and pile spacing is 1-5 m, overlaps with head piece.
Described active well; Comprise Starting Well and received well, the degree of depth of well, length and width are decided according to designing requirement, and the degree of depth is generally 10-25 m; Length is generally 20-25 m; Width is generally 10-20 m, and active well is with underground diaphragm wall supporting, and is not less than 4 m apart from operated subway tunnel beeline; After pile foundation construction and head piece construction are accomplished, active well is carried out backfill and suitably densification.
Advantage of the present invention and effect are: jacking construction is buried head piece underground below the operated subway tunnel; Form integral door shape braced structures thing with bored pile or pile for prestressed pipe Combination application; Direction soft layer location is interregional along the operated subway tunnel arranges a door shape braced structures thing at a distance from 100-500 m; The imposed load in operated subway tunnel is delivered to pile body through bracing structure; Pile body bearing capacity is high, and sedimentation is very little, can wholely control the operated subway tunnel because weak soil layer relative settlement causing tunnel depression torsional deformation problem; Make linear elongated nothing support the tunnel and change into segmentation braced structures thing, effectively control the depression torsional deformation problem of operated subway tunnel structure.This technical method construction period does not influence the tunnel and normally is open to traffic, can construction before the operation in the tunnel, and also can, the tunnel find construction again behind the zone, potential soft layer location after runing a period of time; This technical scheme need not excavated in a large number, and engineering quantity is few, and construction costs is low, and is little to the influence in surrounding buildings thing and operated subway tunnel; At underground construction, ambient influnence is little; Can disposable solution soft layer location the zone because the difference sink deformation problem that weak native long-term settlement causes, trouble without offspring has forever reduced the expense of long-time maintenance, guarantees operation security.This method construction technology is simple, workable, is convenient to quality control, and economic benefit is obvious, obvious processing effect.
Description of drawings
Fig. 1 is a vertical structure sketch map of the present invention;
Fig. 2 is the longitudinal section sketch map of operated subway tunnel subsidence control combination structure of the present invention;
Fig. 3 is the cross sectional representation of operated subway tunnel subsidence control combination structure of the present invention;
Wherein, 1 is ground surface, and 2 is the operated subway tunnel, and 3 are the active well that sets out; 4 for receiving active well, and 5 is culvert pipe, and 6 is Grouting Pipe on the culvert pipe, and 7 is the push pipe counter force wall; 8 is diaphragm wall, water-bed plate till 9, and 10 is the head piece reinforcing cage; 11 is borehole filling pile cage of reinforcement, and 12 is the steel concrete head piece, and 13 is bored pile or pile for prestressed pipe.
The specific embodiment
Be described in detail the specific embodiment of the present invention below in conjunction with accompanying drawing.Protection scope of the present invention is not limited only to the description of this embodiment.
A kind of operated subway tunnel subsidence control method to the operated subway tunnel 2 in zone, ground surface 1 following soft layer place shown in Fig. 1-3, comprises the active well 3 that sets out, and receives active well 4; Culvert pipe 5, Grouting Pipe 6 on the culvert pipe, push pipe counter force wall 7; Diaphragm wall 8, sealing base plate 9, head piece reinforcing cage 10; Borehole filling pile cage of reinforcement 11, steel concrete head piece 12, bored pile or pile for prestressed pipe 13.During enforcement, at first measure unwrapping wire, confirm the big operated subway tunnel of soft layer settling amount 2 area relative ground locations, in 2 both sides, operated subway tunnel beyond 5 m places confirm to set out active well 3 and the construction location that receives active well 4, erection construction is mechanical; Then, the construction location at design work well 3,4 sets diaphragm wall 8 according to design parameters, forms closed cross-section; After treating that diaphragm wall 8 reaches design strength; Excavate the diaphragm wall 8 inner soil bodys; And carry out sealing in the bottom with sealing base plate 9 and handle, prevent that underground water from infiltrating, form head piece construction required Starting Well 3 and received well 4 respectively in 2 both sides, operated subway tunnel; Construction drill bored concrete pile foundation 13 to projected depth or static pressure are squeezed into pile for prestressed pipe 13 to projected depth in set out active well 3 and reception active well 4; The position of push pipe jacking construction on side, 1 m place more than Starting Well 3 bottoms, according to designing requirement, the construction head piece needed counter force wall 7 of constructing; 5 m place design attitudes below the operated subway tunnel through power transmission top iron and guide rail, are pressed into pipe in the soil layer with the hydraulic jack that is supported on the foundation ditch back seat, excavate and transport the earth in pipe front simultaneously; After first pipe joint all heads into soil layer, then second pipe joint is connected on the back and continues jacking, like this a joint joint pipe is headed into, perform interface, build up culvert pipe; Every section culvert pipe of jacking construction 5 successively, make culvert pipe 5 from Starting Well 3 jackings to received well 4, if run into jacking difficulty location, to reduce resistance, improve efficiency of construction through an amount of mud of Grouting Pipe 6 injections laid in culvert pipe 5 outsides; After accomplishing culvert pipe 5 constructions, dig out the soil body in the culvert pipe 5, transport the soil body through active well 3,4 working platformes; Transfer head piece reinforcing cage 10 through the active well 3 that sets out, be arranged in head piece reinforcing cage 10 in the middle of the culvert pipe 5 that is hollowed out, continue and fluid concrete, form cast-in-situ steel reinforced concrete head piece 12; Head piece 12 forms integral door shape braced structures thing with bored pile or pile for prestressed pipe 13; Treat after the concrete initial set set out active well 3 and the 4 interior backfill soil body and the compactings of reception active well; Accomplish a door shape and support construction.Repeat above-mentioned steps; Along soft layer relative settlement location is arranged on the operated subway tunnel direction; Door shape braced structures thing of every interval 100-500 m construction is accomplished the integral construction of the control technology of operated subway tunnel, weak soil site relative settlement zone difference sink deformation at last.
Claims (6)
1. operated subway tunnel subsidence control method is characterized in that comprising following technical step:
(1) measures unwrapping wire, confirm the bigger pairing ground location of soft layer operated subway tunnel area sedimentation and deformation, confirm two active well construction locations at 4-10 m place, both sides, operated subway tunnel, erection construction machinery;
(2) at the construction location of design work well, set diaphragm wall, form the sealing working sections according to design parameters;
(3) treat that diaphragm wall reaches design strength after, excavate the inner soil body of diaphragm wall, and carry out sealing in the bottom and handle, prevent that underground water from infiltrating, two active wells of both sides, operated subway tunnel are respectively as the Starting Well and the received well of head piece construction;
(4) construction drill bored concrete pile foundation to projected depth or static pressure are squeezed into pile for prestressed pipe to projected depth in Starting Well and received well two active wells;
(5) on the side of the above 1-2 m in Starting Well bottom, according to designing requirement, the head piece of the constructing needed counter force wall of constructing;
(6) 2-10 m distance below the operated subway tunnel; Every section culvert pipe of jacking construction successively, make culvert pipe from the Starting Well jacking to received well, if run into jacking difficulty location; Inject an amount of mud to reduce resistance through the Grouting Pipe of laying in the push pipe outside, improve efficiency of construction;
(7) after the construction of completion culvert pipe, dig out the soil body in the culvert pipe, transport the soil body through the active well working platform; Transfer reinforcing cage through active well, be arranged in reinforcing cage in the middle of the culvert pipe that is hollowed out, continue and fluid concrete, form the cast-in-situ steel reinforced concrete head piece;
(8) bored pile or pile for prestressed pipe and head piece are formed integral door shape braced structures thing, treat after the concrete initial set backfill soil body and compacting in the active well;
(9) repeating step (1) ~ (8), in the direction soft layer settling amount section significantly along the operated subway tunnel, door shape braced structures thing of every interval 100-500 m construction is accomplished the integral construction of operated subway tunnel subsidence control technology at last.
2. the described a kind of operated subway tunnel subsidence control method of claim 1 is characterized in that active well length is 20-25 m, and width is 10-20 m, and the beeline in active well and operated subway tunnel is not less than 4 m.
3. the described a kind of operated subway tunnel subsidence control method of claim 1, it is characterized in that: head piece is that diameter is 1000-3000 mm, and length is the reinforced concrete structures of 10-25 m, Grouting Pipe is laid in the head piece construction culvert pipe outside.
4. the described a kind of operated subway tunnel subsidence control method of claim 1 is characterized in that: the head piece construction location is arranged in below, operated subway tunnel 2-10 m distance.
5. the described a kind of operated subway tunnel subsidence control method of claim 1, it is characterized in that: bored pile, its diameter are 500-1500 mm, and stake is long to be 5-80 m, and pile spacing is 1-5 m.
6. the described a kind of operated subway tunnel subsidence control method of claim 1, it is characterized in that: pile for prestressed pipe, its diameter are 400-1200 mm, and stake is long to be 5-80 m, and pile spacing is 1-5 m.
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| CN102966356A (en) * | 2012-12-07 | 2013-03-13 | 河海大学 | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake |
| CN104120731A (en) * | 2014-07-24 | 2014-10-29 | 黄俊文 | Tunnel settlement protecting device and construction method thereof |
| CN104390629A (en) * | 2014-11-18 | 2015-03-04 | 上海交通大学 | Method for determining dynamic load of subway operating train and long-term settlement of tunnel |
| CN104632244A (en) * | 2014-12-16 | 2015-05-20 | 上海交通大学 | Method for determining influences of land subsidence on subway tunnel settlement and protecting tunnel structure |
| CN104895121A (en) * | 2015-05-27 | 2015-09-09 | 北京市市政工程设计研究总院有限公司 | Transverse partition method for reducing ground surface settlement and building structure deformation of underground structure construction |
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| CN113982625A (en) * | 2021-10-12 | 2022-01-28 | 中国化学工程第十六建设有限公司 | Reinforcing device and method for preventing subway tunnel from settling in soft soil |
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| CN114508093A (en) * | 2022-02-11 | 2022-05-17 | 中冶华南建设工程有限公司 | Construction process of ultra-deep underground diaphragm wall |
| CN115262528A (en) * | 2022-08-12 | 2022-11-01 | 浙江工业大学 | Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method |
| CN115263349A (en) * | 2022-08-17 | 2022-11-01 | 湖北工业大学 | Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction |
| CN115467366A (en) * | 2022-08-17 | 2022-12-13 | 湖北工业大学 | Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09302682A (en) * | 1996-05-09 | 1997-11-25 | Kumagai Gumi Co Ltd | Support structure of existing underground structure, and method of supporting it |
| JP2007046343A (en) * | 2005-08-10 | 2007-02-22 | Takenaka Komuten Co Ltd | Liquefaction preventive construction method of ground just under existing building |
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN101725357A (en) * | 2008-10-23 | 2010-06-09 | 上海天演建筑物移位工程有限公司 | Construction method for lower section of underground tunnel |
| CN201991015U (en) * | 2011-03-04 | 2011-09-28 | 张继红 | Foundation underpinning structure |
-
2012
- 2012-06-18 CN CN2012101998459A patent/CN102733413A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09302682A (en) * | 1996-05-09 | 1997-11-25 | Kumagai Gumi Co Ltd | Support structure of existing underground structure, and method of supporting it |
| JP2007046343A (en) * | 2005-08-10 | 2007-02-22 | Takenaka Komuten Co Ltd | Liquefaction preventive construction method of ground just under existing building |
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN101725357A (en) * | 2008-10-23 | 2010-06-09 | 上海天演建筑物移位工程有限公司 | Construction method for lower section of underground tunnel |
| CN201991015U (en) * | 2011-03-04 | 2011-09-28 | 张继红 | Foundation underpinning structure |
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| CN102966356A (en) * | 2012-12-07 | 2013-03-13 | 河海大学 | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake |
| CN104120731A (en) * | 2014-07-24 | 2014-10-29 | 黄俊文 | Tunnel settlement protecting device and construction method thereof |
| CN104120731B (en) * | 2014-07-24 | 2016-02-24 | 黄俊文 | A kind of tunnel subsidence protector and construction method thereof |
| CN104390629A (en) * | 2014-11-18 | 2015-03-04 | 上海交通大学 | Method for determining dynamic load of subway operating train and long-term settlement of tunnel |
| CN104390629B (en) * | 2014-11-18 | 2016-11-30 | 上海交通大学 | A kind of method determining metro operation Train induced load and tunnel long-term settlement |
| CN104632244A (en) * | 2014-12-16 | 2015-05-20 | 上海交通大学 | Method for determining influences of land subsidence on subway tunnel settlement and protecting tunnel structure |
| CN105986578A (en) * | 2015-02-13 | 2016-10-05 | 杭州南联地基基础工程有限公司 | Ejecting pipe construction method of roadside tubular underground garage |
| CN104895121A (en) * | 2015-05-27 | 2015-09-09 | 北京市市政工程设计研究总院有限公司 | Transverse partition method for reducing ground surface settlement and building structure deformation of underground structure construction |
| CN105040746A (en) * | 2015-08-26 | 2015-11-11 | 济南轨道交通集团有限公司 | Frame type isolation protection system and construction method thereof |
| CN106649931B (en) * | 2016-09-26 | 2019-08-27 | 浙江大学城市学院 | A kind of calculation of ground surface settlement method after rectangular top pipe constructing tunnel work |
| CN106649931A (en) * | 2016-09-26 | 2017-05-10 | 浙江大学城市学院 | Calculation method for post-construction ground surface settlement of rectangular jacking pipe tunnel construction |
| CN107269292A (en) * | 2017-05-22 | 2017-10-20 | 中铁第勘察设计院集团有限公司 | The stake beam composite construction and its construction method reinforced for Tunnel Base |
| CN110107303A (en) * | 2019-04-19 | 2019-08-09 | 同济大学 | The deformation control method of shallow earthing shield boring across underneath high-speed railway |
| CN110422721B (en) * | 2019-07-16 | 2023-03-31 | 山东博尔特电梯有限公司 | Steel construction elevator well subsides protection architecture |
| CN110422721A (en) * | 2019-07-16 | 2019-11-08 | 山东博尔特电梯有限公司 | A kind of steel structure lift shaft sedimentation protection structure |
| CN113982625A (en) * | 2021-10-12 | 2022-01-28 | 中国化学工程第十六建设有限公司 | Reinforcing device and method for preventing subway tunnel from settling in soft soil |
| CN114319389A (en) * | 2021-12-21 | 2022-04-12 | 中铁建设集团(杭州)建设有限公司 | Construction method for urban comprehensive pipe gallery foundation pit support |
| CN114508093A (en) * | 2022-02-11 | 2022-05-17 | 中冶华南建设工程有限公司 | Construction process of ultra-deep underground diaphragm wall |
| CN114508093B (en) * | 2022-02-11 | 2024-06-07 | 中冶华南建设工程有限公司 | Construction process of ultra-deep underground continuous wall |
| CN115262528A (en) * | 2022-08-12 | 2022-11-01 | 浙江工业大学 | Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method |
| CN115263349A (en) * | 2022-08-17 | 2022-11-01 | 湖北工业大学 | Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction |
| CN115467367A (en) * | 2022-08-17 | 2022-12-13 | 湖北工业大学 | Construction method for actively compensating deformation of underpass operation tunnel in upper-layer engineering construction |
| CN115467367B (en) * | 2022-08-17 | 2023-06-16 | 湖北工业大学 | Construction method for actively compensating deformation of underpass operation tunnel in upper engineering construction |
| CN115467366B (en) * | 2022-08-17 | 2024-05-31 | 湖北工业大学 | Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction |
| CN115467366A (en) * | 2022-08-17 | 2022-12-13 | 湖北工业大学 | Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction |
| CN115263349B (en) * | 2022-08-17 | 2024-06-21 | 湖北工业大学 | Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction |
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Application publication date: 20121017 |