CN103277110A - Construction method of overlapped shield tunnel - Google Patents

Construction method of overlapped shield tunnel Download PDF

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Publication number
CN103277110A
CN103277110A CN2013101749982A CN201310174998A CN103277110A CN 103277110 A CN103277110 A CN 103277110A CN 2013101749982 A CN2013101749982 A CN 2013101749982A CN 201310174998 A CN201310174998 A CN 201310174998A CN 103277110 A CN103277110 A CN 103277110A
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CN
China
Prior art keywords
tunnel
downlink
uplink
grouting
construction
Prior art date
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CN2013101749982A
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Chinese (zh)
Inventor
徐磊
张顶立
刘少雨
李栋
房倩
宋浩然
孙立建
丁召辉
王会新
Original Assignee
中铁十四局集团有限公司
北京交通大学
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Priority to CN2013101749982A priority Critical patent/CN103277110A/en
Publication of CN103277110A publication Critical patent/CN103277110A/en

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Abstract

The invention discloses a construction method of an overlapped shield tunnel. The construction method of the overlapped shield tunnel comprises the following steps that a downlink shield tunnel is tunneled, and a tunnel structure adopts a reinforced pipe piece; a soil body clamped between an uplink tunnel and the downlink tunnel is grouted through grouting pipes in secondary grouting holes of the downlink tunnel; a trolley supporting system is arranged inside the downlink tunnel to protect the downlink tunnel before the uplink tunnel is constructed; the uplink tunnel is tunneled, and downlink tunnel supporting trolleys keep synchronous advancing with the tunneling of the uplink tunnel in the construction process; the soil body clamped between the uplink tunnel and the downlink tunnel is grouted through the grouting pipes in secondary grouting holes of the downlink tunnel. The construction method of the overlapped shield tunnel is suitable for the overlapped shield tunnel in the city underground engineering construction, can guarantee safe construction of the overlapped shield tunnel, and enables control measures to be operable, the construction is convenient and rapid, influences of construction on the structure of the overlapped shield tunnel are reduced, influences on the ambient environment are few, and environmental safety risks can be reduced.

Description

Fold the job practices of formula shield tunnel
Technical field
The invention belongs to the underground structrue engineering technical field, specifically, the present invention relates to a kind of job practices of folding the formula shield tunnel.
Background technology
Quickening along with Urbanization in China, the expansion of city size, problems such as urban land anxiety, living space crowd, traffic jam have had a strong impact on people's quality of life, hinder the normal sustainableization development in city, also will obtain develop rapidly as the subway construction that solves one of effective means of urban transport problems.In with each metropolis, the whole nation headed by Beijing, Shanghai, Guangzhou, Shenzhen, the Nanjing etc., all kinds of underground constructions especially subway engineering have entered the Large scale construction stage.
Development along with subway construction, in the subway construction process, will have to face two problems: on the one hand, owing to be subjected to needing etc. of the restriction of the underground space and transfer, passing through phenomenon between the subway gauze mutually increases gradually, interval or the station engineering of closely passing through existing line will unavoidably exert an influence to existing underground structure, bring many difficulties to construction; On the other hand, along with the height utilizationization in soil, the subway line corridor is very limited, particularly in bustling city, often the resident is intensive, and passenger flow is concentrated, and is commercial busy, high building stands in great numbers, underground utilities are crisscross, carry out subway construction in the city and are subjected to underground municipal pipeline, above ground structure, traffic on the ground, build multiple factor affecting such as underground construction, and underground building such as pile foundation gather, underground environment is complicated and changeable, but this zone needs most the place of building subway again exactly.
For second kind of situation, because the restriction of the underground space, the form that subway sectional tunnel adopts conventional tunnel, two holes to be arranged in parallel is possibly can't to be realized, the tunnel, two holes of subway line need be folded to fall to adapt to narrow and small space, underground building.Fold the underground space width of corridor that not only passes through in the formula tunnel and over the ground face to ring scope little, also can significantly reduce the number of times that passes through existing urban facilities, but new subway tunnel arrangement form has brought a series of technical barrier also for design and construction.Build the same period at present to fold construction of tunnel less, the achievement in research of this respect is few, can use for reference and the data of reference limited.
Defective at prior art exists proposes the present invention.
Summary of the invention
In order to overcome the deficiencies in the prior art, the present invention is directed to the technical barrier of folding in the formula shield tunnel construction process, propose to fold the job practices of formula shield tunnel, guaranteed to fold the construction safety of formula shield tunnel by stratum consolidation, the design of reinforced section of jurisdiction and tunnel inner supporting body system.
Technical scheme provided by the invention is: a kind of job practices of folding the formula shield tunnel may further comprise the steps:
Step (101), the downlink tunnel construction;
The shield driving downlink tunnel is installed lining segment, and lining segment adopts reinforced section of jurisdiction, and more conventional section of jurisdiction master's muscle diameter increases, the bolt grade strengthens, and while lining tube loop is vertical, circumferential weld all adopts curved bolt to connect; Should strengthen the synchronous grouting amount during downlink tunnel driving, the synchronous grouting amount is no less than section of jurisdiction external diameter and 200% of the theoretical voidage of excavation size, and synchronous grouting adopts cement mortar;
Step (102), downlink tunnel are carried out slip casting by Grouting Pipe to the folded soil body between uplink tunnel and the downlink tunnel in the secondary grouting hole;
The arch lining segment of downlink tunnel and uplink tunnel line of centres both sides is set up and is reserved the secondary grouting hole, the grouting and reinforcing scope is in 60 ° of scopes of downlink tunnel and uplink tunnel line of centres both sides, (Grouting Pipe adopts Ф 42 spray of molten steel pipes with Grouting Pipe by the secondary grouting hole, t=3.5mm, L=3.5m, wherein Ф is the diameter of Grouting Pipe, t is the wall thickness of Grouting Pipe, L is the length of Grouting Pipe) go deep in the folded soil body between uplink tunnel and the downlink tunnel, carry out slip casting to the folded soil body between uplink tunnel and the downlink tunnel, to improve the intensity of the soil body; The slurries that secondary grouting adopts are cement-sodium silicate double liquid, and reinforcing scope is that every ring all carries out, and guarantee that whole reinforcing of the folded soil body puts no dead angle in place; During slip casting, in strict accordance with the outside slip casting of injected hole from downlink tunnel and uplink tunnel line of centres both sides of the principle of symmetrical slip casting simultaneously;
Step (103) arranges the chassis support system and protects downlink tunnel in downlink tunnel; The chassis running part should guarantee enough rigidity, avoids segment deformation; Chassis can be advanced at rail, and chassis is under the thrust of external force, and the power of can not unloading realizes longitudinally moving forward; The strong point need be avoided lining segment longitudinal joint position and hand hole position; Support should possess the function that prestressing force is regulated;
Step (104), the uplink tunnel tunneling construction;
The shield driving uplink tunnel is installed lining segment; The uplink tunnel synchronous grouting gets final product according to common shield structure, adopts cement mortar; Downlink tunnel support chassis keeps tunneling synchronous the follow-up with uplink tunnel in the work progress, and the shield machine of uplink tunnel is wanted in folding tunnel excavating process steadily, continuous, speedy drivage, and attitude of shield machine is controlled in strictness, forbids to occur the shield machine front end dip; Support the chassis front end face and need leading up shield machine 3-8m; Left side line shield machine operating room and mobile trolley used maintenance connect each other, and shield machine or support chassis break down, and then support chassis or shield machine accordingly and must stop to push ahead, and can recover driving and propelling after mutual affirmation fault is got rid of;
Step (105), uplink tunnel are carried out slip casting by Grouting Pipe to the folded soil body between uplink tunnel and the downlink tunnel in the secondary grouting hole;
After uplink tunnel construction in the overlapping tunnel scope is finished, to carry out slip casting to the folded soil body between uplink tunnel and the downlink tunnel from uplink tunnel, the grouting and reinforcing scope is in 60 ° of scopes of uplink tunnel and downlink tunnel line of centres both sides, (Grouting Pipe adopts Ф 42 spray of molten steel pipes in the secondary grouting hole of each center, section of jurisdiction of the lining segment of uplink tunnel Grouting Pipe to be set, t=3.5mm, L=3.5m, wherein Ф is the diameter of Grouting Pipe, t is the wall thickness of Grouting Pipe, L is the length of Grouting Pipe), Grouting Pipe is goed deep in the folded soil body between uplink tunnel and the downlink tunnel, carry out slip casting to the folded soil body between uplink tunnel and the downlink tunnel, to improve the intensity of the soil body; The slurries that secondary grouting adopts are cement-sodium silicate double liquid, and reinforcing scope is that every ring all carries out, and guarantee that whole reinforcing of the folded soil body puts no dead angle in place; During slip casting, in strict accordance with the outside slip casting of injected hole from downlink tunnel and uplink tunnel line of centres both sides of the principle of symmetrical slip casting simultaneously;
The invention has the beneficial effects as follows:
(1) is applicable to and folds the formula shield tunnel in the urban underground engineering construction;
(2) guarantee to fold the safe construction of formula shield tunnel, make the operability of control measure, it is convenient quick construct, reduces to construct to folding the influence of tunnel structure;
(3) adopt the inventive method construction to fold the formula shield tunnel construction little to surrounding environment influence, can reduce the Environmental security risk.
Description of drawings
When considered in conjunction with the accompanying drawings, by the reference following detailed, can more completely understand the present invention better and learn wherein many attendant advantages easily, but accompanying drawing described herein is used to provide further understanding of the present invention, constitute a part of the present invention, illustrative examples of the present invention and explanation thereof are used for explaining the present invention, do not constitute to improper restriction of the present invention, wherein:
Fig. 1 a is the Grouting Pipe arrangement diagram in the hole, tunnel of folding of the present invention;
Fig. 1 b is the schematic diagram that uplink tunnel of the present invention, downlink tunnel separate gradually;
Fig. 2 a supports the chassis arrangement diagram for downlink tunnel among the present invention;
Fig. 2 b is the sectional drawing of Fig. 2 a.
The specific embodiment
For above-mentioned purpose of the present invention, feature and advantage can be become apparent more, the present invention is further detailed explanation below in conjunction with the drawings and specific embodiments.
The left and right line of certain city underground running tunnel adopts folds the formula arrangement, shield construction, shield duct piece ring external diameter 6m, internal diameter 5.4m, wall thickness 0.3m, ring width 1.2m, strength grade of concrete C50, impervious grade P10.The shield machine that shield-tunneling construction adopts is the supplying mud type balancing earth-pressure shielding machine of Φ 6.15m.Left and right threaded list road is folded shape and is moved towards from west to east, and left line is being uplink tunnel 1, and right line is being down downlink tunnel 2.Left and right threaded list road separates gradually, final parallel (Fig. 1 a, Fig. 1 b illustrate).On the vertical section, along with threaded list road in the left and right sides on the plane separates, left line reduces gradually, the first reduction afterwards of right line raises, and final two lines are contour advancing substantially.In order to guarantee to fold the safe construction in tunnel, adopted and folded method for tunnel construction among the present invention, concrete construction sequence is as follows:
⑴ at first carry out descending shield tunnel tunneling construction, section of jurisdiction 3 is installed, adopt reinforced section of jurisdiction, the more conventional section of jurisdiction of main muscle strengthens to some extent, while lining tube loop is vertical, circumferential weld all adopts curved bolt to connect the specification C level M24 of bolt, 8.8 grades of performance rates, the specification C level M24 of nut, 5 grades of (specification C level M24 of conventional section of jurisdiction bolt of performance rate; 5.6 grades of performance rates, the specification C level M24 of nut, 5 grades of performance rates); Should strengthen synchronous grouting during tunnel piercing, the synchronous grouting amount is no less than shield tail building section of jurisdiction external diameter and is generally 130~150% with the theoretical non-folded section of the settling in an area tunnel of 200%(of controlling the space theoretical volume of excavation size), synchronous grouting adopts cement mortar.
⑵ downlink tunnel carries out slip casting by Grouting Pipe to the folded soil body between uplink tunnel and the downlink tunnel in the secondary grouting hole; Downlink tunnel 2 is set up with the arch lining segment of uplink tunnel 1 line of centres both sides and is reserved the secondary grouting hole, the grouting and reinforcing scope is in 60 ° of scopes of downlink tunnel 2 and uplink tunnel 1 line of centres both sides, be provided with Grouting Pipe 4 in the secondary grouting hole, Grouting Pipe 4 adopts Ф 42 spray of molten steel pipes, t=3.5mm, L=3.5m, Grouting Pipe 4 is goed deep in the folded soil body between uplink tunnel 1 and the downlink tunnel 2, carry out slip casting by Grouting Pipe 4 to the folded soil body between uplink tunnel 1 and the downlink tunnel 2, to improve the intensity of the soil body; The slurries that secondary grouting adopts are cement-sodium silicate double liquid, and grouting pressure is 0.3~0.5Mpa, and reinforcing scope is that every ring all carries out, and guarantee that whole reinforcing of the folded soil body puts no dead angle in place; During slip casting, in strict accordance with the outside slip casting of injected hole from downlink tunnel and uplink tunnel line of centres both sides of the principle of symmetrical slip casting simultaneously;
⑶ before uplink tunnel 1 construction, chassis support system 5 is set in downlink tunnel 2 protects downlink tunnel 2(Fig. 2 a to illustrate); The chassis running part should guarantee enough rigidity, avoids segment deformation excessive; Chassis can be advanced at rail, and per pass supports and to amount to 5 wheeled supports by 9 points, 11 points, 12 points, and 3 positions at 1 and forms (Fig. 2 b illustrates), and chassis can not unload the power realization and longitudinally move forward under the thrust of external force; The strong point need be avoided longitudinal joint position and hand hole position; Support should possess the function that prestressing force is regulated.
⑷ uplink tunnel 1 shield driving construction, uplink tunnel 1 synchronous grouting gets final product according to common shield structure, adopts cement mortar; Downlink tunnel 2 brace table car bodies are 5 maintenances and the follow-up synchronously of uplink tunnel 1 driving in the work progress.Up shield machine is wanted in folding tunnel excavating process steadily, continuous, speedy drivage, and necessary strict control attitude of shield machine forbids to occur the shield machine front end dip; Supporting chassis 5 front end faces 51 needs the end face 5.25m of leading up cutter head of shield machine 6, and chassis support section length is 29m approximately, keeps and the follow-up synchronously of uplink tunnel 1 driving; Left side line shield machine operating room must connect each other with mobile trolley used the maintenance at any time, broke down as shield machine or support chassis, then supported chassis or shield machine accordingly and must stop to push ahead, and can recover to tunnel and advance after mutual affirmation fault is got rid of.
⑸ uplink tunnel 1 carries out slip casting by Grouting Pipe 4 to the folded soil body between uplink tunnel 1 and the downlink tunnel 2 in the secondary grouting hole;
After uplink tunnel 1 construction in the overlapping tunnel scope is finished, to carry out slip casting from the folded soil body between 1 pair of uplink tunnel 1 of uplink tunnel and the downlink tunnel 2, the grouting and reinforcing scope is in uplink tunnel 1 and the 60 ° of scopes in downlink tunnel 2 line of centres both sides, each center, section of jurisdiction of the lining segment 3 of uplink tunnel 1 is provided with the secondary grouting hole, be provided with Grouting Pipe 4 in the secondary grouting hole, Grouting Pipe 4 adopts Ф 42 spray of molten steel pipes, t=3.5mm, L=3.5m, Grouting Pipe 4 is goed deep in the folded soil body between uplink tunnel 1 and the downlink tunnel 2, carry out slip casting by Grouting Pipe 4 to the folded soil body between uplink tunnel 1 and the downlink tunnel 2, to improve the intensity of the soil body; The slurries that secondary grouting adopts are cement-sodium silicate double liquid, and grouting pressure is 0.3~0.5Mpa, and reinforcing scope is that every ring all carries out, and guarantee that whole reinforcing of the folded soil body puts no dead angle in place; During slip casting, in strict accordance with the outside slip casting of injected hole from downlink tunnel and uplink tunnel line of centres both sides of the principle of symmetrical slip casting simultaneously.
The explanation of above example just is used for helping to understand method of the present invention and core concept thereof; Simultaneously, for one of ordinary skill in the art, according to thought of the present invention, the part that all can change in specific embodiments and applications, in sum, this description should not be construed as limitation of the present invention.

Claims (4)

1. a job practices of folding the formula shield tunnel is characterized in that, may further comprise the steps:
Step (101), the downlink tunnel construction;
The shield driving downlink tunnel is installed lining segment; Should strengthen the synchronous grouting amount during downlink tunnel driving, the synchronous grouting amount is no less than section of jurisdiction external diameter and 200% of the theoretical voidage of excavation size, and synchronous grouting adopts cement mortar;
Step (102), downlink tunnel are carried out slip casting by Grouting Pipe to the folded soil body between uplink tunnel and the downlink tunnel in the secondary grouting hole;
The arch lining segment of downlink tunnel and uplink tunnel line of centres both sides is set up and is reserved the secondary grouting hole, the grouting and reinforcing scope is in 60 ° of scopes of downlink tunnel and uplink tunnel line of centres both sides, by the secondary grouting hole Grouting Pipe is goed deep in the folded soil body between uplink tunnel and the downlink tunnel, carry out slip casting to the folded soil body between uplink tunnel and the downlink tunnel, to improve the intensity of the soil body; During slip casting, in strict accordance with the outside slip casting of injected hole from downlink tunnel and uplink tunnel line of centres both sides of the principle of symmetrical slip casting simultaneously;
Step (103) arranges the chassis support system and protects downlink tunnel in downlink tunnel; The chassis running part should guarantee enough rigidity, avoids segment deformation; Chassis can be advanced at rail, and chassis is under the thrust of external force, and the power of can not unloading realizes longitudinally moving forward; The strong point need be avoided lining segment longitudinal joint position and hand hole position; Support should possess the function that prestressing force is regulated;
Step (104), the uplink tunnel tunneling construction;
The shield driving uplink tunnel is installed lining segment; The uplink tunnel synchronous grouting gets final product according to common shield structure, adopts cement mortar; Downlink tunnel support chassis keeps tunneling synchronous the follow-up with uplink tunnel in the work progress, and the shield machine of uplink tunnel is wanted in folding tunnel excavating process steadily, continuous, speedy drivage, and attitude of shield machine is controlled in strictness, forbids to occur the shield machine front end dip; Support the chassis front end face and need leading up shield machine 3-8m; Left side line shield machine operating room and mobile trolley used maintenance connect each other, and shield machine or support chassis break down, and then support chassis or shield machine accordingly and must stop to push ahead, and can recover driving and propelling after mutual affirmation fault is got rid of;
Step (105), uplink tunnel are carried out slip casting by Grouting Pipe to the folded soil body between uplink tunnel and the downlink tunnel in the secondary grouting hole;
After uplink tunnel construction in the overlapping tunnel scope is finished, to carry out slip casting to the folded soil body between uplink tunnel and the downlink tunnel from uplink tunnel, the grouting and reinforcing scope is in 60 ° of scopes of uplink tunnel and downlink tunnel line of centres both sides, in the secondary grouting hole of each center, section of jurisdiction of the lining segment of uplink tunnel, Grouting Pipe is set, Grouting Pipe is goed deep in the folded soil body between uplink tunnel and the downlink tunnel, carry out slip casting to the folded soil body between uplink tunnel and the downlink tunnel, to improve the intensity of the soil body; During slip casting, in strict accordance with the outside slip casting of injected hole from downlink tunnel and uplink tunnel line of centres both sides of the principle of symmetrical slip casting simultaneously;
2. job practices of folding the formula shield tunnel according to claim 1, it is characterized in that in the described step (101), lining segment adopts reinforced section of jurisdiction, more conventional section of jurisdiction master's muscle diameter increases, the bolt grade strengthens, and while lining tube loop is vertical, circumferential weld all adopts curved bolt to connect.
3. job practices of folding the formula shield tunnel according to claim 1, it is characterized in that, in the described step (102) with step (105) in, the slurries that secondary grouting adopts are cement-sodium silicate double liquid, reinforcing scope is that every ring all carries out, guarantee that whole reinforcing of the folded soil body puts no dead angle in place.
4. job practices of folding the formula shield tunnel according to claim 1 is characterized in that, described Grouting Pipe adopts Ф 42 spray of molten steel pipes, t=3.5mm, and L=3.5m, wherein Ф is the diameter of Grouting Pipe, and t is the wall thickness of Grouting Pipe, and L is the length of Grouting Pipe.
CN2013101749982A 2013-05-13 2013-05-13 Construction method of overlapped shield tunnel CN103277110A (en)

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Cited By (17)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104176976A (en) * 2014-08-06 2014-12-03 上海隧道工程有限公司 Antifriction slurry for rectangular jacking pipe with large section, preparation method of antifriction slurry and grouting construction method
CN104533432A (en) * 2014-12-25 2015-04-22 上海市基础工程集团有限公司 Construction method for shield to penetrate through buildings in old town of downtown in complex stratums
CN104612711A (en) * 2015-02-09 2015-05-13 浙江省交通规划设计研究院 Lining segment structure of city subway up-down section overlapping shield tunnels
CN105064397A (en) * 2015-07-26 2015-11-18 北京工业大学 Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation
CN105332710A (en) * 2015-12-09 2016-02-17 中铁十八局集团第五工程有限公司 Construction method suitable for up-down overlapped tunnel with small clear space and long distance under weak geological condition
CN106089219A (en) * 2016-06-22 2016-11-09 上海隧道工程有限公司 Interchange tunnels shield construction method
CN106223969A (en) * 2016-08-30 2016-12-14 中铁隧道勘测设计院有限公司 One closely upper and lower overlap or shield tunnel construction method of closely intersecting
CN106437758A (en) * 2016-12-15 2017-02-22 西南交通大学 Upper and lower integral whole shield tunnel segment lining structure
CN106499399A (en) * 2016-12-30 2017-03-15 中铁二局集团有限公司 A kind of Shield Construction Method Used method of overlapping tunnel in rich water powder land floor
CN107288655A (en) * 2017-06-27 2017-10-24 北京交通大学 Grouting reinforcement rock method in existing tunnel hole is worn under a kind of shield tunnel two-wire
CN108590679A (en) * 2018-04-18 2018-09-28 重庆建工第七建筑工程有限责任公司 Utilize the construction method for walking support truck jumbo overlapping tunnel
CN109458185A (en) * 2018-11-22 2019-03-12 重庆大学 Overlapping crossing parallel tunneling shield construction method up and down
CN109594992A (en) * 2019-01-16 2019-04-09 中铁隧道股份有限公司 A kind of juxtaposition tunneling method
CN110295921A (en) * 2019-06-26 2019-10-01 广州穗岩土木科技股份有限公司 A kind of construction method of shield section grouting and reinforcing
CN110578525A (en) * 2019-10-08 2019-12-17 中铁开发投资集团有限公司 micro-disturbance construction method for crossing operation subway tunnel by overlapping shield tunnel
CN110593900A (en) * 2019-08-26 2019-12-20 中铁三局集团有限公司 Construction method for close-range superposed shield interval of open-cut tunnel in spring development urban area
CN110645005A (en) * 2019-10-30 2020-01-03 中铁开发投资集团有限公司 High-water-rich round gravel stratum earth pressure balance shield rapid tunneling construction method

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Cited By (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104176976A (en) * 2014-08-06 2014-12-03 上海隧道工程有限公司 Antifriction slurry for rectangular jacking pipe with large section, preparation method of antifriction slurry and grouting construction method
CN104533432A (en) * 2014-12-25 2015-04-22 上海市基础工程集团有限公司 Construction method for shield to penetrate through buildings in old town of downtown in complex stratums
CN104612711A (en) * 2015-02-09 2015-05-13 浙江省交通规划设计研究院 Lining segment structure of city subway up-down section overlapping shield tunnels
CN105064397A (en) * 2015-07-26 2015-11-18 北京工业大学 Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation
CN105332710B (en) * 2015-12-09 2018-02-02 中铁十八局集团第五工程有限公司 Suitable for the overlapping tunnel construction method up and down of small interval long range under Unfavorable geology
CN105332710A (en) * 2015-12-09 2016-02-17 中铁十八局集团第五工程有限公司 Construction method suitable for up-down overlapped tunnel with small clear space and long distance under weak geological condition
CN106089219A (en) * 2016-06-22 2016-11-09 上海隧道工程有限公司 Interchange tunnels shield construction method
CN106223969A (en) * 2016-08-30 2016-12-14 中铁隧道勘测设计院有限公司 One closely upper and lower overlap or shield tunnel construction method of closely intersecting
CN106437758A (en) * 2016-12-15 2017-02-22 西南交通大学 Upper and lower integral whole shield tunnel segment lining structure
CN106499399A (en) * 2016-12-30 2017-03-15 中铁二局集团有限公司 A kind of Shield Construction Method Used method of overlapping tunnel in rich water powder land floor
CN107288655A (en) * 2017-06-27 2017-10-24 北京交通大学 Grouting reinforcement rock method in existing tunnel hole is worn under a kind of shield tunnel two-wire
CN108590679A (en) * 2018-04-18 2018-09-28 重庆建工第七建筑工程有限责任公司 Utilize the construction method for walking support truck jumbo overlapping tunnel
CN109458185A (en) * 2018-11-22 2019-03-12 重庆大学 Overlapping crossing parallel tunneling shield construction method up and down
CN109594992A (en) * 2019-01-16 2019-04-09 中铁隧道股份有限公司 A kind of juxtaposition tunneling method
CN110295921A (en) * 2019-06-26 2019-10-01 广州穗岩土木科技股份有限公司 A kind of construction method of shield section grouting and reinforcing
CN110593900A (en) * 2019-08-26 2019-12-20 中铁三局集团有限公司 Construction method for close-range superposed shield interval of open-cut tunnel in spring development urban area
CN110578525A (en) * 2019-10-08 2019-12-17 中铁开发投资集团有限公司 micro-disturbance construction method for crossing operation subway tunnel by overlapping shield tunnel
CN110645005A (en) * 2019-10-30 2020-01-03 中铁开发投资集团有限公司 High-water-rich round gravel stratum earth pressure balance shield rapid tunneling construction method

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Application publication date: 20130904