CN106869943B - The subway tunnel error resilience for passing through active fault moves the construction method of secondary liner structure - Google Patents

The subway tunnel error resilience for passing through active fault moves the construction method of secondary liner structure Download PDF

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Publication number
CN106869943B
CN106869943B CN201710073569.4A CN201710073569A CN106869943B CN 106869943 B CN106869943 B CN 106869943B CN 201710073569 A CN201710073569 A CN 201710073569A CN 106869943 B CN106869943 B CN 106869943B
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China
Prior art keywords
active fault
lining
area
changeover
tunnel
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CN201710073569.4A
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Chinese (zh)
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CN106869943A (en
Inventor
张志强
孙飞
尚明源
殷召念
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西南交通大学
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • 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
    • 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
    • E21D11/385Sealing means positioned between adjacent lining members

Abstract

The invention discloses the construction method that a kind of subway tunnel error resilience for passing through active fault moves secondary liner structure, step is:A, it is passed through in area in active fault, the height S of tunneling increases, value added is not less than active fault maximum changing of the relative positions amount H, and it is 0.338 × H~1.560 × H that active fault, which passes through the length range of the upper disk changeover portion in area, and the length range of lower wall changeover portion is 0.338 × H~1.000 × H;B, active fault is passed through after the completion of the tunnel excavation in area, builds preliminary bracing, then carries out building for secondary lining;Active fault pass through the secondary lining built in area the more inactive tomography of thickness pass through area secondary lining thickness increase 5cm~30cm;And:Active fault passes through the secondary lining in area and carries out merogenesis, and deformation joint is arranged at merogenesis, and fill " and " font rubber fastening band.The anti-radially or longitudinally stick-slip changing of the relative positions for having the ability for bearing longitudinal creep changing of the relative positions, capable of also bearing that the changing of the relative positions is rapid, changing of the relative positions amount is big in tunnel that this method is built, shock resistance ability are good.

Description

The subway tunnel error resilience for passing through active fault moves the construction method of secondary liner structure

Technical field

Technical field is built the invention belongs to subway tunnel secondary liner structure.

Background technology

The more fracture belt in active stage is distributed in China, and the fracture belt of active stage easy tos produce fault movement, tomography It is often accompanied by earthquake when the changing of the relative positions, subway tunnel is made to be destroyed.By investigation and analysis, subway tunnel occurs destroying and mainly has four Major class main cause:(1) seismic secondary disaster:In tunnel portal section, since earthquake easily causes landslide, falling rocks etc. secondary Disaster leads to breakdown Portal Section tunnel-liner, be collapsed, burial;(2) Earthquake Inertia Force Acting acts on:The shallow subway tunnel of buried depth with The earthquake response of soil layer is strong, and Earthquake Inertia Force Acting effect causes subway tunnel deformation big, destroys more serious;(3) the bad area of geology Between wall rock destabilization:The bad section country rock of geology, there may be harm such as large deformation, the loose, liquefaction of country rock, causes under geological process Subway tunnel shock resistance is set to weaken significantly.Such situation mostly occurs variation of lithological is larger, tunnel structure rigidity is much larger than ground In the country rock of stiffness layer;(4) changing of the relative positions is forced on stratum:The changing of the relative positions is forced on the stratum that the changing of the relative positions of tomography causes, to passing through active fault Tunnel structure generates direct shearing effect, and nearby damage of lining is serious for fault plane, it is possible to create larger faulting of slab ends, this burst are wrong Action is fatal with the influence to tunnel.

Wherein, the stratum that active fault causes forces the changing of the relative positions that overlying soil can be made to generate permanent displacement, for passing through The subway tunnel of tomography generates the destruction of unrepairable, is the principal element for causing Cross-fault leveling tunnel structure seriously to destroy.

Chinese invention patent CN103485796B discloses a kind of tunnel support structure across active fault.The tunnel branch Protection structure, including tomography Crossover phase and the common supporting section that connects with its both ends, common supporting section use composite lining structure; Along tunnel radial direction, increases by one layer of bubble concrete layer between secondary lining and once lining, provided by bubble concrete layer Displacement space simultaneously absorbs energy, to improve its shock resistance and resist the ability of fault creep changing of the relative positions destruction.Its there are the problem of It is:Bubble concrete layer can only generate radial compression amount and its decrement very little, be only applicable to the changing of the relative positions slowly, changing of the relative positions amount it is small The creep radial direction changing of the relative positions, do not have the ability for bearing longitudinal creep changing of the relative positions, be not suitable for bearing that the changing of the relative positions is rapid, changing of the relative positions amount is big yet The radially or longitudinally stick-slip changing of the relative positions.

Invention content

The object of the present invention is to provide a kind of subway tunnel error resilience for passing through active fault to move building for secondary liner structure Method, the tunnel that this method is built have the ability for bearing longitudinal creep changing of the relative positions, can also bear the diameter that the changing of the relative positions is rapid, changing of the relative positions amount is big To or longitudinal stick-slip changing of the relative positions, there is good error resilience to move performance and anti-seismic performance.

The technical scheme adopted by the invention for realizing the object of the invention is a kind of subway tunnel error resilience for passing through active fault The construction method of dynamic secondary liner structure, step are:

A, disk on the crushed zone of active fault, crushed zone lower wall, close to the upper disk changeover portion of disk on crushed zone and close to broken The broken lower wall set of transitions with lower wall passes through area at active fault;It is passed through in area in active fault, determining tunnel is high as the following formula S is spent, tunnel excavation is carried out:

In formula, S0For standard tunnel height, H is the active fault maximum changing of the relative positions amount obtained by geological mapping;

The length range of upper disk changeover portion is 0.338 × H~1.560 × H, and the length range of lower wall changeover portion is 0.338 × H~1.000 × H;

B, active fault is passed through after the completion of the tunnel excavation in area, builds preliminary bracing, then carries out repairing for secondary lining It builds;Active fault pass through the secondary lining built in area the more inactive tomography of thickness pass through area secondary lining thickness increase 5cm~30cm;And:

Active fault passes through the secondary lining in area and carries out merogenesis, is arranged the deformation joint of 10cm~20cm at merogenesis, and Deformation joint filling " and " font rubber fastening band;Wherein, the single-unit of the secondary lining of disk and crushed zone lower wall is long on crushed zone It is 6-12m to spend, the single-unit length 9-18m of the secondary lining of upper disk changeover portion and lower wall changeover portion.

Compared with prior art, the beneficial effects of the invention are as follows:

One, the present invention passes through area in active fault and improves tunnel cross-section height S, and tunnel height incrementss are more than or equal to disconnected The maximum changing of the relative positions amount of layer.When to which fault movement occurs, tunnel structure residue section headroom amount is net still above equal to tunnel cross-section Empty standard value can meet tunnel and be open to traffic requirement, and the tunnel clearance amount after fault movement occurs that avoids is unsatisfactory for train-passing through conditions, causes Tunnel is discarded or removes the problem of former tunnel structure applies again.From the angle of tunnel clearance amount, have complete anti-disconnected The dynamic ability of fault.

Two, the present invention passes through the tunnel in area in active fault and uses segment type secondary liner structure, and segmental length compared with Short (6m-18m), (two section intersections) setting at merogenesis " and " font rubber fastening band fills the 10cm-20cm deformation joints to be formed. So that tomography occur the vertical changing of the relative positions when, deformation joint can occur 7-14cm compression linear deformation (rubber fastening band by " and " font Become inverted T-shape), the elongation strain of at least 1 times lining thickness (rubber fastening band by " and " font becomes linear type), at least 1 Times lining thickness vertical deformation (rubber fastening band by " and " font becomes " 1 " font) and diagonal distortion (rubber fastening band by " and " font becomes "/" font), multiple deformations of deformation joint are stackable.The tunnel structure that the present invention is built is resisted The prodigious tomography of changing of the relative positions amount is vertical, the longitudinal and oblique stick-slip changing of the relative positions simply ties up deformation joint after fault movement occurs It repaiies reinforcing and can be realized and be open to traffic again, error resilience kinetic force greatly improves.

Three, active fault passes through the thickness more inactive tomography of the secondary lining built in area and passes through the secondary lining in area Thickness increases 5cm~30cm, improves the intensity of tunnel structure, is hardly damaged, and further improves the energy that the changing of the relative positions is resisted in tunnel Power.

Further, the value of the length of the value and lower wall changeover portion of the length of the upper disk changeover portion in A steps of the present invention, It is determined by the fault pattern, co-hade and edpth of tunnel of active fault;Its specific value see the table below:

In this way, both can guarantee that tunnel clearance amount was enough, have the ability of complete anti-fault movement, meanwhile, also avoid Being excessively increased of construction cost.

Further, active fault passes through the more inactive tomography of thickness for the secondary lining built in area during B of the invention is walked The increased occurrence of thickness for passing through the secondary lining in area, is determined by following table:

Tomography maximum changing of the relative positions amount H/cm Secondary lining thickness value added/cm H≤10 5-10 10 H≤30 < 10-15 30 H≤50 < 20-25 H > 50 30

In this way, both can guarantee that the tunnel intensity built was enough, error resilience is moved performance and is met the requirements;Meanwhile construction cost increases Less.

Further, the tool of the single-unit length of the secondary lining of disk and crushed zone lower wall on the crushed zone during B of the invention is walked Body value is determined by following table:

The specific value of the single-unit length of the secondary lining of upper disk changeover portion and lower wall changeover portion in the B steps, by Following table determines:

In this way, the error resilience kinetic force in tunnel can either be effectively ensured, while it is also possible that tunnel has enough rigidity, Meet the requirement of tunnel operation.

The present invention is described in further detail with reference to the accompanying drawings and detailed description.

Description of the drawings

Fig. 1 is that the structure for the dynamic secondary liner structure of the subway tunnel error resilience for passing through active fault that the method for the present invention is built is shown It is intended to.

Fig. 2 is the secondary liner structure that the method for the present invention is built, and the vertical section after fault movement generation deforms schematic diagram (the active fault country rock residing for secondary liner structure is not drawn into figure).

Specific implementation mode

Embodiment one

Fig. 1-2 shows that a kind of specific implementation mode of the invention is that a kind of subway tunnel error resilience for passing through active fault is dynamic The construction method of secondary liner structure, step are:

A, disk 1a on the crushed zone of active fault, crushed zone lower wall 1b, close to the upper disk changeover portion 2a of disk 1a on crushed zone Area is passed through with the lower wall changeover portion 2b composition active faults close to crushed zone lower wall 2a;It is passed through in area in active fault, as the following formula Determining tunnel height S carries out tunnel excavation:

In formula, S0For standard tunnel height, H is the active fault maximum changing of the relative positions amount obtained by geological mapping;

The length range of upper disk changeover portion 2a is 0.338 × H~1.560 × H, and the length range of lower wall changeover portion 2b is 0.338 × H~1.000 × H;

B, active fault is passed through after the completion of the tunnel excavation in area, builds preliminary bracing, then carries out repairing for secondary lining 3 It builds;Active fault pass through the secondary lining 3 built in area the more inactive tomography of thickness pass through area secondary lining 3 thickness increase Add 5cm~30cm;And:

Active fault passes through the secondary lining 3 in area and carries out merogenesis, is arranged the deformation joint of 10cm~20cm at merogenesis, and Deformation joint filling " and " font rubber fastening band 4;Wherein, the secondary lining 3 of disk 1a and crushed zone lower wall 1b on crushed zone Single-unit length is the single-unit length 9-18m of the secondary lining 3 of 6-12m, upper disk changeover portion 2a and lower wall changeover portion 2b.

The value of the value of the length of upper disk changeover portion 2a in this example A steps and the length of lower wall changeover portion 2b, by work Fault pattern, co-hade and the edpth of tunnel of dynamic circuit breaker layer determine;Its specific value see the table below:

Active fault passes through the more inactive tomography of thickness of the secondary lining 3 built in area and passes through area in the B steps of this example The thickness value added of secondary lining is determined by following table:

The specific value of the single-unit length of the secondary lining 3 of disk 1a and crushed zone lower wall 1b on crushed zone in this example B steps It is determined by following table:

The specific of single-unit length of the secondary lining 3 of upper disk changeover portion 2a and lower wall changeover portion 2b in the B steps takes Value, is determined by following table:

Claims (4)

1. a kind of subway tunnel error resilience for passing through active fault moves the construction method of secondary liner structure, step is:
A, disk (1a), crushed zone lower wall (1b), the upper disk changeover portion close to disk on crushed zone (1a) on the crushed zone of active fault (2a) and pass through area close to lower wall changeover portion (2b) the composition active fault of crushed zone lower wall (1b);Area is passed through in active fault Interior, determining tunnel height S, carries out tunnel excavation as the following formula:
In formula, S0For standard tunnel height, H is the active fault maximum changing of the relative positions amount obtained by geological mapping;
The length range of upper disk changeover portion (2a) is 0.338 × H~1.560 × H, and the length range of lower wall changeover portion (2b) is 0.338 × H~1.000 × H;
B, active fault is passed through after the completion of the tunnel excavation in area, builds preliminary bracing, then carries out repairing for secondary lining (3) It builds;Active fault pass through the secondary lining (3) built in area the more inactive tomography of thickness pass through area secondary lining thickness Increase 5cm~30cm;And:
Active fault passes through the secondary lining (3) in area and carries out merogenesis, the deformation joint of 10cm~20cm is arranged at merogenesis, and becoming Filled at shape seam " and " font rubber fastening band (4);Wherein, on crushed zone disk (1a) and crushed zone lower wall (1b) secondary lining (3) single-unit length is 6-12m, the single-unit length 9- of the secondary lining (3) of upper disk changeover portion (2a) and lower wall changeover portion (2b) 18m。
2. a kind of subway tunnel error resilience for passing through active fault according to claim 1 moves the secondary liner structure side of building Method, it is characterised in that:
The value of the value of the length of upper disk changeover portion (2a) in the step A and the length of lower wall changeover portion (2b), by Fault pattern, co-hade and the edpth of tunnel of active fault determine;Its specific value see the table below:
3. a kind of subway tunnel error resilience for passing through active fault according to claim 1 moves the secondary liner structure side of building Method, it is characterised in that:
Active fault passes through the more inactive tomography of thickness of the secondary lining (3) built in area and passes through area in the step B The increased occurrence of thickness of secondary lining, is determined by following table:
4. a kind of subway tunnel error resilience for passing through active fault according to claim 1 moves the secondary liner structure side of building Method, it is characterised in that:
The tool of the single-unit length of the secondary lining (3) of disk (1a) and crushed zone lower wall (1b) on crushed zone in the step B Body value, is determined by following table:
The single-unit length of the secondary lining (3) of upper disk changeover portion (2a) and lower wall changeover portion (2b) in the described B steps it is specific Value is determined by following table:
CN201710073569.4A 2017-02-10 2017-02-10 The subway tunnel error resilience for passing through active fault moves the construction method of secondary liner structure CN106869943B (en)

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CN109139022B (en) * 2018-07-10 2019-12-20 新疆乌京铁建轨道交通有限公司 Construction method of fabricated lining tunnel capable of resisting active fault dislocation
CN110005438A (en) * 2019-04-02 2019-07-12 中交铁道设计研究总院有限公司 A kind of design of large deformation tunnel cast-in-place structural and construction method for passing through active fault

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JP3824114B2 (en) * 1997-11-28 2006-09-20 島田 巌乃 Whale bone method for large section tunnel
CN101963060B (en) * 2010-10-15 2012-07-11 西南交通大学 Tunnel construction method based on steel tube arch-rib supporting structure
CN202117687U (en) * 2011-06-22 2012-01-18 中铁二院工程集团有限责任公司 Lining structure of flyover-crossing railway tunnels
CN102373930A (en) * 2011-09-23 2012-03-14 中南大学 Rapid construction method of weak surrounding rock large-section multi-arc tunnel
CN103726851B (en) * 2014-01-13 2015-07-15 中国科学院武汉岩土力学研究所 Excavation method capable of lowering rockburst risk of deep tunnel in process of passing through fault area
CN104863615B (en) * 2015-06-16 2017-03-08 西南交通大学 Across large-scale activity fracture belt tunnel Anti-seismic structure

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