CN110080781B - Construction method for shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct - Google Patents
Construction method for shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct Download PDFInfo
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- CN110080781B CN110080781B CN201910368188.8A CN201910368188A CN110080781B CN 110080781 B CN110080781 B CN 110080781B CN 201910368188 A CN201910368188 A CN 201910368188A CN 110080781 B CN110080781 B CN 110080781B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/385—Sealing means positioned between adjacent lining members
- E21D11/386—Sealing means positioned between adjacent lining members inflatable sealing means
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
Abstract
The invention discloses a construction method of a shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct, which comprises the following steps: according to the principle that the deformation influence on the viaduct pile foundation and the surrounding environment is minimum, an optimal construction sequence of the construction of the shield tunnel for the multiple sections, the stacking and falling through the viaduct is made; before the tunnel passes through the viaduct, active isolation and reinforcement of shield short-distance downward-passing construction are carried out; constructing a shield tunnel lower-passing viaduct; reinforcing a segment structure of the shield tunnel and reinforcing the interior of the tunnel in a region which is overlapped with the lower viaduct and passes through the viaduct among the multiple shield tunnel sections; and (4) passing through an viaduct section under the shield tunnel to perform track vibration reduction and isolation control.
Description
Technical Field
The invention relates to the technical field of subway shield tunnel construction, in particular to a construction method of a shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct.
Background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
With the continuous expansion of urban scale in China, urban three-dimensional traffic construction becomes the main trend of new era passenger transport development, urban subways and elevated road bridges are main channels for realizing three-dimensional traffic, and the parallel development of the urban subways and the elevated road bridges inevitably leads to more and more situations of crossing viaducts under the condition of multiple sections, small clear distance and overlapping of subway tunnels. Particularly, the two have relatively strict requirements on respective operating environments and deformation control, and are influenced by factors such as dynamic load of overhead bridge cranes, loss of shield tunneling construction strata, disturbance of multi-section stacked and landing iron operation stacked strata and the like, so that safety risks such as uneven settlement of piles close to the overhead bridge, surface subsidence deformation, unsmooth subway rails and the like are easily caused. Therefore, the establishment of corresponding construction methods and prevention and control measures ensures the construction safety of the shield tunnel for small clear distance and overlapping falling through the viaduct, and avoids uneven settlement and deformation of the viaduct pile and the shield tunnel, which becomes a key difficult problem to be solved urgently in design and construction.
The prior art mainly aims at the isolation and reinforcement control of the orthogonal downward-penetrating viaduct of the shield tunnel, and the isolation and reinforcement mostly adopts enclosing structures such as cast-in-situ bored piles, stirring piles, jet grouting piles, even underground continuous walls and the like to block the continuous deformation of the shield tunnel and the viaduct pile foundation, so that the deformation control effect is limited, the construction safety control requirements are difficult to meet under multiple complex working conditions such as water-bearing stratum, multi-interval shield tunnels, small-clear-distance overlapped penetrating construction and the like, and a comprehensive control system and a construction method combining multiple control technologies are not formed.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a construction method of a shield tunnel for multi-section, small-clear-distance and overlapped underpass viaducts.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method for a shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct includes the following steps:
the method comprises the following steps: according to the principle that the deformation influence on the viaduct pile foundation and the surrounding environment is minimum, an optimal construction sequence of the construction of the shield tunnel for the multiple sections, the stacking and falling through the viaduct is made;
step two: before the tunnel passes through the viaduct, active isolation and reinforcement of shield short-distance downward-passing construction are carried out;
step three: constructing a shield tunnel lower-passing viaduct;
step four: reinforcing a segment structure of the shield tunnel and reinforcing the interior of the tunnel in a region which is overlapped with the lower viaduct and passes through the viaduct among the multiple shield tunnel sections;
step five: and (4) passing through an viaduct section under the shield tunnel to perform track vibration reduction and isolation control.
As a further technical scheme, the specific working method of the step one is as follows: establishing a high-precision three-dimensional numerical model, simulating and analyzing the deformation of the viaduct structure and the deformation of the peripheral stratum caused by the construction of a plurality of shield tunnels in different sequences, and determining the underpass construction sequence with the minimum influence on the deformation of the viaduct pile foundation and the peripheral environment as the optimal construction sequence.
Furthermore, information such as stratum parameters, tunnel trend and size, viaduct load and pile foundation parameters, shield tunneling process and the like in the high-precision three-dimensional numerical model is consistent with actual construction conditions, so that numerical simulation accuracy is improved.
As a further technical scheme, the specific working method of the second step is as follows:
step 2.1, constructing a cast-in-situ bored pile as an isolation pile;
completing construction of an isolation pile in a period of time before the shield tunnel passes through the viaduct, driving a bored pile between the shield tunnel and the viaduct pile foundation, wherein the protection range of the bored pile is longer than the outside of a pier bearing platform, and the bottom of the bored pile reaches below the bottom of a shield segment structure so as to limit horizontal deformation of the bridge pile caused by shield tunneling and block stress transmission and deformation expansion of the shield construction as much as possible;
step 2.2, grouting sleeve valve pipes to stop water among piles;
sleeve valve pipe grouting treatment is adopted for the middle and fine sand layers and the pebble layer among the isolation piles.
Furthermore, the cast-in-situ bored pile adopts a millstone positive circulation drilling machine to form a hole, light pressure, low rotating speed and slow drilling are firstly carried out during drilling, and after the pile enters a normal state, the rotating speed and the drilling speed are gradually increased; drilling parameters and drilling speed are controlled in the whole process; when the layer changing drilling is carried out, the rotating speed is properly reduced, the bit pressure is reduced, and the inclination of the drilled hole is prevented.
Furthermore, the construction of the cast-in-situ bored pile adopts a steel casing to follow and a slurry wall protection, so that the slurry wall protection effect is good, and the cast-in-situ bored pile is suitable for construction of a pebble stratum. If hole collapse occurs, the peripheral drilling construction is immediately stopped, the hole collapse reason is found out, and the bridge structure monitoring is enhanced; when the pile is repaired, the original pile position is drilled and poured.
Furthermore, the construction of the cast-in-situ bored pile adopts the construction of jumping piles, ensures that a hole is drilled and a hole is poured, and ensures that the holes are drilled symmetrically so as to reduce the influence of the construction of the isolation pile on the overhead bridge pile.
Furthermore, because the height of the viaduct in the construction site is limited, the steel reinforcement cage is manufactured in sections, and hoisting equipment of the grinding disc drilling machine is adopted to hoist the steel reinforcement cage, so that the construction space under the viaduct is met.
Furthermore, a hole guiding drilling machine is adopted for drilling the sleeve valve pipe, and the hole depth needs to meet the design requirement. The limited part of the grouting local reinforcement operation space can be adjusted by measures such as adjusting the angle of a grouting pipe, compacting the arrangement of grouting holes and the like.
Further, the sleeve valve pipe construction adopts a grouting construction method of interval hole jumping, gradual constraint and first-down and first-up. Drilling sequence: firstly, peripheral holes are drilled, and holes are drilled step by step from outside to inside. Grouting sequence: and (3) performing grouting on the holes drilled on the reinforcing range line from outside to inside, gradually encrypting grouting holes after blocking a slurry leakage channel, and performing grouting and compacting in the middle of the area.
Furthermore, a special on-site experiment should be carried out on grouting reinforcement of the sleeve valve pipe of the pebble layer with high water-rich and strong permeability, and the problems of easy hole collapse, easy loss of slurry, insufficient grouting compactness and the like of the traditional sleeve valve pipe grouting in the stratum are solved through various measures; the measures comprise the following steps: strengthening the plugging of a grouting opening, injecting cement-water glass double-liquid slurry, injecting AB chemical slurry, injecting polyurethane slurry and the like
As a further technical scheme, the shield tunnel segment structure is reinforced in the fourth step, which mainly comprises:
1. reinforcing main ribs and distribution ribs of the tunnel duct piece;
2. improve the vertical bolt grade of section of jurisdiction, increase tunnel longitudinal rigidity.
3. The waterproof performance of the segment structure is improved; a porous ethylene propylene diene monomer elastic sealing gasket is arranged at the joint of the duct piece, a butyronitrile cork rubber gasket is arranged at the circumferential joint and the longitudinal joint of the duct piece, and the full ring of the duct piece is caulked by flexible polyurethane sealant; water wet stain appears in the range of the inverted arch and polymer waterproof mortar is adopted, all bolt holes are sealed by water-swelling rubber rings, and hoisting holes are plugged by plastic protective covers.
As a further technical solution, the step four of performing reinforcement in the tunnel hole of the overlapping area mainly includes:
1. the method comprises the steps that a reserved grouting hole is additionally formed in a segment structure, and in-hole grouting reinforcement is conducted on soil bodies in an overlapping area through the grouting hole, so that the additional stress, stacking deformation and other degradation influences of a multi-interval overlapping area post-construction tunnel on a pre-formed tunnel structure are reduced;
2. during the ascending shield tunneling, a support trolley is erected in the descending tunnel to support and strengthen the integral longitudinal rigidity of the pre-formed tunnel, and the tunnel segments are prevented from longitudinally and unevenly settling.
Furthermore, each ring of tunnel segment is generally divided into 6 blocks, namely 3 standard blocks, 2 adjacent blocks and 1 capping block, and the segment is additionally provided with reserved grouting holes by respectively additionally arranging 2 reserved grouting holes in each standard block and adjacent blocks, so that after the segments are assembled stably, secondary or multiple grouting reinforcement is carried out on the interlayer soil body in the overlapped area through the reserved grouting holes.
As a further technical scheme, in the fifth step, the track vibration reduction and isolation control is performed by passing through an viaduct section under the subway tunnel, which mainly comprises:
in the range of 50m tunnels on two sides of a pier bearing platform penetrating through an viaduct section under a subway tunnel, vibration reduction and isolation measures are adopted for a subway track so as to reduce the vibration influence of track traffic operation on the viaduct.
Furthermore, the subway rail adopts an improved rubber (polyurethane) floating plate damping rail (the first-order natural vibration frequency is 10-20 Hz) so as to avoid resonance with the viaduct running railway train and reduce the self vibration energy of the subway train.
The invention has the positive effects that:
1. according to the invention, the active control system of the shield tunnel lower viaduct is formed by combining the control technologies of 5 aspects of construction sequence optimization, active isolation and reinforcement, segment structure reinforcement, in-tunnel grouting reinforcement and track vibration reduction and isolation, the construction stability and deformation control effect are excellent, the defects of single control mode, limited control effect, failure in actively preventing risks and the like of the traditional isolation pile are overcome, and the safety control requirements of the construction of the lower viaduct of the shield tunnel with water-bearing stratum, multiple sections, small clear distance and overlapping can be met.
2. According to the method, the optimal construction sequence of the multi-section and overlapped-falling-through construction of the shield tunnel is set, and the sequence of the multi-section and overlapped-falling-through construction is judged according to scientific and informatization means, so that subjectivity and blindness of experience decision are avoided, and the crossing construction risk is effectively reduced.
3. According to the method, measures such as isolation and reinforcement of the cast-in-situ bored piles, water stopping among sleeve valve pipe cast-in-situ bored piles and the like are applied in advance before downward penetration construction, so that the stress field state of the stratum around the viaduct is actively changed, the mechanical property of the soil body is improved, the continuous deformation and stress development trend of the original stratum is blocked, and the functions of active isolation and risk pre-control are achieved.
4. The invention carries out in-hole grouting reinforcement on the multi-region overlapping regions by additionally arranging the reserved grouting holes on the tunnel duct pieces, and cements the soft disturbed soil body between the overlapping tunnels into a whole, thereby improving the rigidity, the strength and the self-stability of the stratum, and further reducing the additional stress, the stacking deformation and other degradation influences of the post-construction tunnel on the pre-formed tunnel structure.
In conclusion, the construction safety of the shield tunnel in the water-containing weak stratum under the conditions of multiple sections, small clear distance and overlapping of the shield tunnel and downward passing of the viaduct is successfully realized, the structural damage and the settlement deformation of the viaduct beam and the subway tunnel are effectively controlled, and the method can be widely applied to shield penetrating construction engineering under the conditions of water-containing weak geology, shield small clear distance overlapping tunneling, multiple sections of tunnels under the same bridge span and downward passing of the viaduct, strict deformation control of the viaduct and the like.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a sectional view of a reinforcement control of a shield tunnel for a multi-section, small-clearance, overlapping underpass viaduct of the present invention;
FIG. 2 is a multi-section, small-clearance, overlapped underpass reinforcement control plan view of a shield tunnel;
FIG. 3 is a schematic cross-sectional view of a shield tunnel segment with additional preformed grouting holes;
FIG. 4 is a schematic structural view of a shield tunnel segment additionally provided with a reserved grouting hole;
FIG. 5 is a schematic diagram of grouting pre-reinforcement in a small clear distance and overlapping area of a shield tunnel;
FIG. 6 is a schematic diagram of the arrangement of the support trolleys in the shield tunnel;
fig. 7 is a flow chart of the construction process of the cast-in-situ bored pile.
Illustration of the drawings: 1-a shield tunnel downlink interval; 2-shield tunnel ascending interval; 3-high-speed rail bridge; 4-pile foundation; 5-isolating piles; 6-bridge pier cushion cap; 7-sleeve valve tube; 8-segment structure; 9-hoisting holes; 10-reserving grouting holes; 11-connecting bolts; 12-grouting pipes; 13-a grouting zone; 14-supporting the trolley; 15-wheeled support arm.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
as described in the background art, the prior art mainly aims at the isolation and reinforcement control of the orthogonal downward-penetrating viaduct of the shield tunnel, and the isolation and reinforcement mostly adopts enclosing structures such as cast-in-situ bored piles, mixing piles, jet grouting piles, even underground continuous walls and the like, so that the continuous deformation of the shield tunnel and the viaduct pile is blocked, the deformation control effect is limited, the construction safety control requirements are difficult to meet under multiple complex working conditions such as water-containing strata, multi-interval shield tunnels, small-clear-distance overlapped penetrating construction and the like, and a comprehensive control system and a construction method combining multiple control technologies are not formed; the invention provides a construction method of a shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct, and the invention is further described in detail below in order to make the purpose, technical scheme and effect of the invention clearer and clearer. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The construction method of the shield tunnel multi-section, small-clear-distance and overlapped downward-passing viaduct provided by the invention mainly comprises a shield tunnel multi-section, overlapping-falling-passing construction sequence judging technology; an active isolation control technology for shield short-distance downward penetration construction; a shield tunnel segment structure reinforcing technology; a reinforcement control technology in the tunnel of the overlapping area; a vibration reduction and isolation control technology for a subway tunnel underpass viaduct; the 5 technical combinations form the active control construction method for the shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct.
The invention provides a construction method of a shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct, which specifically comprises the following steps:
the method comprises the following steps: before a plurality of shield interval tunnels, a small clear distance and an overlapped viaduct are crossed, firstly, an optimal construction sequence for constructing the multi-interval viaduct is established. By establishing a high-precision three-dimensional numerical model, simulating and analyzing the deformation conditions of the viaduct structure and the peripheral stratum caused by the construction of a plurality of shield tunnels in different sequences, and determining that the construction sequence with the minimum influence on the deformation of the viaduct pile foundation and the peripheral environment is the optimal construction sequence.
Furthermore, information such as stratum parameters, tunnel trend and size, viaduct load and pile foundation parameters, shield tunneling process and the like in the high-precision three-dimensional numerical model is consistent with actual construction conditions, so that numerical simulation accuracy is improved.
Step two: the construction of the isolation pile is completed 1 month before the shield tunnel passes through the viaduct, and a bored pile is arranged between the shield tunnel and the viaduct pile foundation to serve as the isolation pile, so that the horizontal deformation of the viaduct pile foundation caused by shield tunneling is limited, and the stress transmission and deformation expansion of the shield construction are blocked as much as possible.
Preferably, the size of the isolation pile is phi 800@ 1000; the protection range is generally required to be 15m longer than the outer part of a pier bearing platform, and the bottom of the isolation pile reaches 4.0m below the bottom of the shield segment structure; however, the specific size is not limited to this size, and may be adjusted accordingly according to the specific construction environment.
Furthermore, the bored pile adopts a millstone positive-circulation drilling machine to form a hole, light pressure, low rotating speed and slow drilling are firstly carried out during drilling, after the normal state is entered, the rotating speed and the drilling speed are gradually increased, and drilling parameters and the drilling speed are controlled in the whole process; when the layer changing drilling is carried out, the rotating speed is properly reduced, the bit pressure is reduced, and the inclination of a drill hole is prevented; the time interval from the completion of hole forming to the beginning of concrete pouring is generally controlled within 16 hours, and the pouring time of each pile is generally controlled within 4-6 hours; of course, it is understood that the time interval between the completion of the hole forming and the start of the concrete pouring can be generally controlled and the pouring time of each pile can be set to other time, and the construction can be specifically carried out according to the actual construction requirements.
The construction of the cast-in-situ bored pile adopts steel casing follow-up and muddy water dado, the construction adopts pile jump construction, 1 hole is drilled in 2 holes, and the 'drilling and injecting one hole' are ensured, the holes are symmetrically drilled, the casting time of adjacent piles is not less than 24 hours, so that the horizontal deformation influence of the collapsed holes of the isolation piles on the pile foundation of the viaduct is avoided.
Because the height of the viaduct in the construction site is limited, the drilling machine is 6m high, the steel reinforcement cage is manufactured by 8 sections, the length of a single section is about 5m, and hoisting equipment of the grinding disc drilling machine is adopted to hoist the steel reinforcement cage so as to meet the construction space under the viaduct.
Step three: the influence of underground water on the settlement of the viaduct pile foundation is considered, the shield construction difficulty is reduced, and sleeve valve pipe grouting treatment is adopted for the middle and fine sand layers and the pebble layer among the isolated piles to stop water among the piles.
Preferably, rigid sleeve valve pipes with the diameter of 40mm can be adopted for retreat type sectional grouting, the diameter of a grout outlet hole is about 6mm, plum-blossom-shaped cloth holes are formed, the hole distance is 20cm, and the outer pipe is sealed by rubber. The pipe diameter grouting interval is 1.2m, and the filling influence radius is 0.8 m.
Furthermore, the sleeve valve pipe is drilled by a hole guiding drilling machine, the diameter of the drilled hole is approximately 90mm, and the hole depth needs to meet the design requirement. The sleeve valve pipe construction adopts a grouting construction method of interval hole jumping, gradual constraint and first-down and last-up. Drilling sequence: firstly, peripheral holes are drilled, and holes are drilled step by step from outside to inside. Grouting sequence: performing grouting from outside to inside, namely grouting holes drilled on the reinforcing range line, blocking a slurry leakage passage, then gradually encrypting grouting holes, and performing grouting compaction on the middle part of the area; the limited part of the grouting local reinforcement operation space can be adjusted by measures such as adjusting the angle of a grouting pipe, compacting the arrangement of grouting holes and the like.
A special field experiment should be carried out on grouting reinforcement of a pebble layer sleeve valve pipe with high water-rich and strong permeability, and the problems that the traditional sleeve valve pipe grouting is easy to collapse in the stratum, the grout is easy to run off, the grouting compactness is insufficient and the like are solved by measures of strengthening grouting opening plugging, injecting cement-water glass double-liquid grout, injecting AB chemical grout, injecting polyurethane grout and the like. For example: the grouting material can be cement and water glass double-liquid slurry, and the volume ratio can be 1:1, the concentration of the water glass can Be 35Be, and the grouting pressure can Be controlled to Be 0.5-1.0 MPa; however, the concrete proportion and the final pressure of grouting need to be determined by field tests.
Step four: and performing tunneling construction of a downward section of the shield tunnel, taking 100m before the downward section of the shield tunnel passes through the viaduct as a shield tunneling test section, and optimizing, adjusting and determining a reasonable tunneling parameter control range according to the measured data. The descending sections of the shield tunnel respectively pass through the viaduct from left to right, and the distance between the two sections is at least 100 m. And after the penetration of the descending section of the shield tunnel is finished and at least months are separated, performing shield penetration tunneling construction of the ascending section of the shield tunnel. The shield tunnel uplink sections respectively pass through the viaduct downwards in the sequence of right first and left second, and the distance between the two sections is at least 100 m.
Step five: pass the overpass region under the interval overlap of many shields, take reinforcing measures to shield tunnel segment structure to satisfy requirements such as intensity, durability and waterproof, concrete means is as follows:
strengthen tunnel section of jurisdiction main muscle and distribution muscle, generally adopt HRB400 reinforcing bar diameter to be 25 mm's strenghthened type section of jurisdiction.
The grade of the longitudinal bolts of the duct piece is improved, the B-grade M27 is generally adopted as the connecting bolts, the performance is 8.8 grade bolts, and the longitudinal rigidity of the tunnel is improved.
The improved segment structure is waterproof, the impervious grade is P12 concrete, a porous ethylene propylene diene monomer elastic sealing gasket is arranged at a segment joint, a butyronitrile cork rubber gasket is arranged at a segment circular joint and a longitudinal joint, the full ring of the segment is embedded with flexible polyurethane sealant, water-wet stains in the range of an inverted arch are caused by polymer waterproof mortar, all bolt holes are sealed by water-swelling rubber rings, and hoisting holes are blocked by plastic protection covers.
Step six: in the overlapping area of a plurality of shield intervals, a reserved grouting hole is additionally arranged on a segment structure, secondary or multiple grouting reinforcement is carried out on the interlayer soil body of the overlapping area through a hoisting hole and the grouting hole, and the additional stress, the stacking deformation and other degradation influences of the post-construction tunnel in the overlapping area on the pre-formed tunnel structure are reduced.
Furthermore, the shield tunnel segment is generally divided into 6 blocks, including 3 standard blocks, 2 adjacent blocks and 1 capping block, and the addition of the reserved grouting holes in the segment is realized by respectively adding 2 reserved grouting holes in each standard block and each adjacent block, so that after the segment is assembled stably, secondary or multiple grouting reinforcement is carried out on the interlayer soil body in the overlapped area through the reserved grouting holes.
The slip casting pipe can adopt diameter 42mm, and 3.5mm tempering pipe is given as t, beats and establishes the angle and all radially along the tunnel, and longitudinal separation is 2.4m, and slip casting pipe length L is given as 3.0m, consolidates the scope and is gone upward tunnel bottom 120, consolidates thickness 3 m. The grouting liquid adopts cement paste with the water cement ratio of 1:1, and holes are drilled at intervals for grouting. And controlling the grouting pressure to be 0.5-1.0 MPa, and optimizing on site according to a grouting test. The reinforced soil body needs to have good self-standing property, sealing property and strength, and the unconfined compressive strength is more than 0.8 MPa.
Step seven: during the shield tunneling of the ascending tunnel, a support trolley is erected in the descending tunnel to support and strengthen the overall longitudinal rigidity of the tunnel built firstly, and the tunnel segments are prevented from longitudinally and unevenly settling.
The length of the supporting section of the supporting trolley is selected according to the length of the shield tunneling machine, the supporting trolley can move on the steel rail, each support is composed of 5 wheel type supporting arms which are 9 points, 11 points, 12 points, 1 point and 3 points, and the supporting trolley can move forwards along the longitudinal direction without unloading force under the thrust of external force.
When the trolley is designed, the minimum rigidity of the steel support is estimated in advance according to the maximum internal force possibly borne by the support and the allowable value of the uneven deformation of the tunnel, and the support has the function of prestress adjustment. The supporting trolley in the descending tunnel must keep in contact with the ascending shield tunneling machine at any time, and the supporting trolley and the ascending shield tunneling machine can synchronously advance.
Step eight: in the range of 50m tunnels on two sides of a pier bearing platform penetrating through an viaduct section under a multi-section tunnel, vibration reduction and isolation measures are adopted for subway rails so as to reduce the vibration influence of rail transit operation on the viaduct. The subway rail adopts an improved rubber (polyurethane) floating plate damping rail (the first-order natural vibration frequency is 10-20 Hz) so as to avoid resonance with a viaduct running railway train and reduce the self vibration energy of the subway train.
Examples
To further describe the technical solution of the present invention, the following description is made in more detail with reference to the specific embodiments and the accompanying fig. 1 to 7.
This embodiment the engineering is 4 shield interval tunnels, little clear distance, overlap 3 projects of high-speed railway bridge down, 4 shield interval tunnels wherein, two shield down tunnel interval 1 and two shield tunnel go up interval 2 in the corresponding map, all adopt the balanced shield of initiative articulated earth pressure machine tunnelling, the blade disc external diameter is 6.68m, shield section of jurisdiction 8 adopts the individual layer reinforced concrete assembled structure, the external diameter is 6.4m, internal diameter 5.8m, thickness 0.3m, the ring width is 1.2m, the section of jurisdiction ring divide into six, by a capping piece K, two adjacent block B, three standard block A constitute, the staggered joint is assembled. The high-speed rail bridge 3 is a 64m bridge span prestressed continuous beam bridge, the current high-speed rail operation speed is 300km/h, a low bearing platform pile group foundation is adopted under the bridge, the size of a pier bearing platform 6 is 11m multiplied by 26.6m, 21 round piles with the diameter of 1.5m are arranged below the bearing platform 6 to form a pile group foundation, and the lengths of pier piles 4 on the left side and the right side are 45m and 42m respectively. The minimum distance between the left and right sections of the shield descending tunnel is 4.33m, and the burial depths are 28.35m and 19.22m respectively; the shield ascending tunnel is 5.25m above the shield descending tunnel, the clear distance between the left and right sections is 5.6m, and the buried depth is 7.57 m.
The minimum clear distance between the 4 shield tunnels and the high-speed railway bridge pile foundations 4 on the two sides is 10.45m and 10.84m respectively, as shown in fig. 1. The geology that 4 shield interval tunnel is little clear distance, overlap and is worn high-speed railway bridge region down is mainly loess, silty clay, fine sand soil and cobble layer, and the water content in fine sand soil and the cobble layer is comparatively abundant. In order to effectively control the construction safety of the shield tunnel multi-section, small clear distance and overlapped lower-crossing high-speed railway bridge 3 in the water-containing weak stratum and avoid the uneven settlement of the high-speed railway bridge pile foundation 4 and the damage and the deterioration of the subway tunnel structure, the technical scheme of the implementation is provided, which mainly comprises the following steps:
(1) before 4 shield tunnels pass through a high-speed railway bridge 3 in a small clear distance and in an overlapped mode, an optimal construction sequence for constructing two shield downlink tunnel sections 1 and two shield tunnel uplink sections 2 and passing through the high-speed railway bridge 3 is firstly formulated. Through establishing the high accuracy three-dimensional numerical model, the 3 structural deformation of high-speed railway bridge and the peripheral stratum deformation condition that 4 shield tunnels different sequence constructions arouse are simulated and analyzed, obtain to the minimum underpass construction sequence of high-speed railway bridge pile foundation 4 and surrounding stratum deformation: left line of the downward section of the shield tunnel → right line of the upward section of the shield tunnel → left line of the upward section of the shield tunnel. The downward crossing construction sequence of the multiple shield zones is judged according to scientific and informatization means, subjectivity and blindness of experience decision are avoided, and crossing construction risks are effectively reduced.
(2) And finishing the construction of an isolation pile 5 1 month before 4 shield tunnels penetrate through a high-speed railway bridge 3, actively changing the original stress field state of the stratum, and blocking the continuous deformation and stress development trend of the stratum. A bored pile with the diameter of phi 800@1000 is arranged between a shield tunnel and a high-speed rail bridge pile foundation 4, the protection range is 15m beyond a pier bearing platform 6, the bottom of an isolation pile 5 reaches 4.0m below the bottom of a shield segment structure 8, so that horizontal deformation of the high-speed rail bridge pile foundation 4 caused by shield tunneling is limited, and stress transmission and deformation expansion of shield construction are blocked as much as possible. The spacer piles 5 are laid in a zigzag shape as shown in fig. 2.
The cast-in-situ bored pile construction process is shown in fig. 7, and the construction key points are as follows:
firstly, forming a hole in the cast-in-situ bored pile by using a millstone positive-circulation drilling machine, firstly carrying out light pressure, low rotating speed and slow drilling during drilling, gradually increasing the rotating speed and the drilling speed after entering a normal state, and controlling drilling parameters and the drilling speed in the whole process; when the layer changing drilling is carried out, the rotating speed is properly reduced, the bit pressure is reduced, and the inclination of a drill hole is prevented; the time interval from the completion of pore-forming to the beginning of concrete pouring is controlled within 16 hours, and the pouring time of each pile is controlled within 4-6 hours.
Secondly, in order to avoid the influence of the collapsed hole of the isolation pile 5 on the horizontal deformation of the viaduct pile foundation 4, the steel casing follow-up and the slurry wall protection are adopted in the construction of the cast-in-situ bored pile, the slurry wall protection effect is good, and the method is suitable for the construction of the pebble stratum; if the hole collapse occurs, the peripheral drilling construction is immediately stopped, the hole collapse reason is found out, and the bridge structure monitoring is enhanced. When the pile is repaired, the original pile position is drilled and poured.
And thirdly, jumping pile construction is adopted in the construction of the cast-in-situ bored pile, jumping 2 holes and drilling 1 hole, ensuring that 'one hole is drilled and one hole is injected', and ensuring that symmetrical drilling is carried out. The adjacent pile pouring time is not preferably less than 24 hours.
And fourthly, because the height of the high-speed railway bridge in the construction site is limited, the drilling machine is 6m high, the reinforcement cage is manufactured by 8 sections, the length of a single section is about 5m, hoisting equipment of the millstone drilling machine is adopted to hoist the reinforcement cage so as to meet the requirement of the construction space below the high-speed railway bridge, and the most unfavorable position is 3.4m away from the bottom of the high-speed railway bridge.
(3) And (3) considering the influence of underground water on the settlement of the high-speed railway bridge pile foundation 4 and reducing the shield construction difficulty, and performing grouting treatment on the middle, fine sand layer and pebble layer among the isolation piles 5 by using sleeve valve pipes 7. And (3) performing retreating type sectional grouting by adopting a rigid sleeve valve pipe 7 with the diameter of 40mm, wherein the diameter of a grout outlet hole is about 6mm, the distance between plum-blossom-shaped cloth holes is 20cm, and the outer pipe is sealed by using rubber. The pipe diameter grouting interval is 1.2m, and the filling influence radius is 0.8 m.
The grouting construction key points of the sleeve valve pipe 7 are as follows:
firstly, a hole guiding drilling machine is adopted for drilling the sleeve valve pipe 7, the diameter of the drilled hole is 90mm, and the hole depth needs to meet the design requirement. The limited part of the grouting local reinforcement operation space can be adjusted by measures such as adjusting the angle of a grouting pipe, compacting the arrangement of grouting holes and the like.
Secondly, the sleeve valve pipe 7 is constructed by adopting a grouting construction method of jumping holes at intervals, gradually restricting and going up and down first. Drilling sequence: firstly, peripheral holes are drilled, and holes are drilled step by step from outside to inside. Grouting sequence: performing grouting from outside to inside, namely grouting holes drilled on the reinforcing range line, blocking a slurry leakage passage, then gradually encrypting grouting holes, and performing grouting compaction on the middle part of the area;
the grouting material is cement and water glass double-liquid slurry, and the volume ratio is 1:1, the concentration of the water glass is 35Be, the grouting pressure is controlled to Be 0.5-1.0 MPa, and the proportion and the final grouting pressure are determined by field tests.
And fourthly, a field special experiment is carried out on grouting reinforcement of the sleeve valve pipe 7 of the pebble layer with high water-rich and strong permeability, and the problems that the traditional sleeve valve pipe grouting is easy to collapse in the stratum, the grout is easy to run off, the grouting compactness is insufficient and the like are solved through measures of strengthening grouting opening plugging, injecting cement-water glass double-liquid grout, injecting AB chemical grout, injecting polyurethane grout and the like.
(4) Sequentially passing 4 shield tunnels through the high-speed railway bridge 3, taking 100m before passing the high-speed railway bridge 3 in each shield interval as a shield tunneling test section, and optimizing, adjusting and determining a reasonable tunneling parameter control range according to actual measurement data; before the shield tunnel apart from the 30m limit of high-speed railway bridge pile foundation 4, the cutter wearing and tearing condition is examined, if there is wearing and tearing the hobbing cutter that should change immediately, ensures section of jurisdiction waterproof and assembles the quality, chooses for use the good quality shield tail grease. The shield descending tunnel section respectively passes through the high-speed railway bridge 3 from left to right, and the distance between the two sections is at least 100 m. And after the penetration of the shield downlink tunnel interval is finished and at least 3 months later, performing shield penetration tunneling construction of the shield uplink tunnel interval. The shield ascending tunnel sections respectively penetrate through the high-speed railway bridge 3 from right to left, and the distance between the two sections is at least 100 m.
(5) Wear 3 regions of high-speed railway bridge under 4 shield interval overlaps, take reinforcing measures to shield tunnel section of jurisdiction structure 8 to satisfy requirements such as intensity, durability and waterproof, main measure is as follows:
strengthening main ribs and distribution ribs of the tunnel duct piece, and adopting a strengthened duct piece with the HRB400 steel bar diameter of 25 mm.
Secondly, the grade of the segment longitudinal connecting bolt 11 is improved, the segment connecting bolt 11 adopts a B-grade M27 bolt with the performance of 8.8 grade, and the longitudinal rigidity of the tunnel is increased.
Improve section of jurisdiction structure 8 waterproof, adopt impervious grade to be P12 concrete, the section of jurisdiction seam sets up one porous type EPDM elastic sealing pad, section of jurisdiction circumferential weld and longitudinal joint set up butyronitrile cork rubber pad, the section of jurisdiction is full to encircle adopts the sealed caulking of flexible polyurethane, the water moisture stain adoption polymer waterproof mortar appears in the invert scope, all bolt holes all adopt water-swelling rubber circle to carry out sealing treatment, lifting hole 9 adopts the shutoff of plastics safety cover.
(6) In the overlapping area of 4 shield zones, a reserved grouting hole 10 is additionally arranged on a segment structure 8, as shown in fig. 3 and 4, before the construction of the right line of a shield descending tunnel zone 1, the grouting hole 10 reserved on the left line tunnel segment 8 and an original hoisting hole 9 are utilized to carry out secondary or multiple grouting reinforcement in a tunnel to the interlayer soil body of the overlapping area; after construction of the right line, compensation grouting is carried out on the interlayer soil body through the reserved grouting hole 10 and the original hoisting hole 9 of the right line, as shown in fig. 5. And the degradation effects of additional stress, superposition deformation and the like of the pre-formed tunnel structure 8 caused by construction tunnels after the overlapped area are reduced.
The control key points of the segment additionally provided with the reserved grouting holes 10 are as follows:
the shield tunnel segment 8 is divided into 3 standard blocks, 2 adjacent blocks and 1 capping block, and 2 reserved grouting holes 10 are additionally arranged in each standard block and each adjacent block, so that after the segment is stably assembled, secondary or multiple grouting reinforcement is carried out in a hole on an interlayer soil body in an overlapping area through the reserved grouting holes 10.
The grouting pipes 12 are toughened pipes with the diameter of 42mm and the t being 3.5mm, the driving angles are all along the radial direction of the tunnel, the longitudinal distance is 2.4m, the length L of the grouting pipes 12 is 3.0m, the reinforcing range is 120 degrees at the bottom of the ascending tunnel, and the reinforcing thickness is 3 m.
Thirdly, grouting liquid adopts cement paste with the water cement ratio of 1:1, and grouting is conducted at intervals. And controlling the grouting pressure to be 0.5-1.0 MPa, and optimizing on site according to a grouting test. The reinforced soil body needs to have good self-standing property, sealing property and strength, and the unconfined compressive strength is more than 0.8 MPa.
(7) Because the left line construction and the right line construction of the shield descending tunnel section are only separated by 100m, and the two sections are overlapped at a small clear distance, during the construction of the right line, soil around the lower left line tunnel is not completely solidified, and longitudinal uneven settlement can be generated on the tunnel segment structure 8. Therefore, during the shield driving of the right line of the shield descending tunnel section, the support trolley 14 is erected in the left line to support and strengthen the overall longitudinal rigidity of the existing tunnel and prevent the tunnel segment 8 from generating longitudinal uneven settlement.
As shown in fig. 6, the length of the support segment of the support trolley 14 needs to be selected according to the length of the shield machine, the support trolley 14 can travel on a steel rail, each support comprises 5 wheel type support arms 15 in total, wherein the number of the wheel type support arms is 9, 11, 12, 1 and 3, and the support trolley 14 can move forwards along the longitudinal direction without force unloading under the thrust of external force. The design of the supporting trolley 14 should estimate the minimum rigidity of the wheel-type supporting arm 15 in advance according to the maximum internal force that the wheel-type supporting arm 15 may bear and the allowable value of the uneven deformation of the tunnel, and the wheel-type supporting arm 15 should have the function of adjusting the prestress. The shield machine on the right side of the shield descending tunnel section must keep in contact with the supporting trolley 14 at any time and keep moving synchronously.
(8) In order to reduce the vibration influence of subway operation on the high-speed railway bridge 3 and ensure the safe operation of a high-speed railway train, vibration reduction and isolation measures are adopted for subway tracks in the range of 50m tunnels on two sides of a pier bearing platform 6 which penetrates through a section 3 of the high-speed railway bridge under 4 subway tunnels. The subway rail adopts an improved rubber (polyurethane) floating plate damping rail (the first-order natural vibration frequency is 10-20 Hz) so as to avoid resonance with a high-speed railway bridge 3 running railway train and reduce the self vibration energy of the subway train.
The above description is only a preferred embodiment of the present invention, and the present invention is not limited to the above embodiment, and it should be noted that any equivalent substitution, obvious modification made by those skilled in the art under the teaching of the present specification are within the spirit scope of the present specification, and the present invention should be protected.
Claims (8)
1. A construction method for a shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct is characterized by comprising the following steps:
the method comprises the following steps: according to the principle that the deformation influence on the viaduct pile foundation and the surrounding environment is minimum, an optimal construction sequence of the construction of the shield tunnel for the multiple sections, the stacking and falling through the viaduct is made;
the method specifically comprises the following steps: establishing a three-dimensional numerical model consistent with the actual construction condition, simulating and analyzing the deformation conditions of the viaduct structure and the peripheral stratum caused by the construction of a plurality of shield tunnels in different sequences, and determining the downward-penetrating construction sequence with the minimum influence on the deformation of the viaduct pile foundation and the peripheral environment as the optimal construction sequence;
step two: before the tunnel passes through the viaduct, active isolation and reinforcement of shield short-distance downward-passing construction are carried out;
constructing a cast-in-situ bored pile as an isolation pile; completing construction of an isolation pile in a period of time before the shield passes through the viaduct, driving a bored pile between the shield tunnel and the viaduct pile foundation, wherein the protection range of the bored pile is longer than that of a pier bearing platform, and the bottom of the bored pile reaches below the bottom of a shield segment structure;
grouting sleeve valve pipes to stop water among piles; sleeve valve pipe grouting treatment is carried out on the middle and fine sand layers and the pebble layer among the isolation piles; step three: constructing a shield tunnel lower-passing viaduct;
step four: reinforcing a segment structure of the shield tunnel and reinforcing the interior of the tunnel in a region which is overlapped with the lower viaduct and passes through the viaduct among the multiple shield tunnel sections;
the method specifically comprises the following steps: reinforcing main ribs and distribution ribs of the tunnel duct piece; the grade of the longitudinal bolts of the duct piece is improved, and the longitudinal rigidity of the tunnel is increased; the waterproof performance of the segment structure is improved;
the segment structure adopts concrete with the impervious grade of P12;
a porous ethylene propylene diene monomer elastic sealing gasket is arranged at the joint of the duct piece, a butyronitrile cork rubber gasket is arranged at the circular joint and the longitudinal joint of the duct piece, and the full ring of the duct piece is caulked by flexible polyurethane sealant; water-wet soaking in the range of the inverted arch is performed by adopting polymer waterproof mortar, all bolt holes are sealed by adopting water-swelling rubber rings, and hoisting holes are blocked by adopting plastic protective covers;
step five: passing through an viaduct section under the shield tunnel to perform track vibration reduction and isolation control;
the fourth step also comprises:
a reserved grouting hole is additionally arranged on the segment structure, and in-hole grouting reinforcement is carried out on the soil body in the overlapped area through the grouting hole and the hoisting hole; during the tunneling of the upstream shield, a support trolley is erected in the downstream tunnel to support and strengthen the overall longitudinal rigidity of the pre-formed tunnel, the length of a support segment of the support trolley is selected according to the length of the shield machine, the support trolley can travel on a steel rail, and each support consists of 5 wheel type support arms which are 9 points, 11 points, 12 points, 1 point and 3 point positions;
the fifth step comprises the following steps:
in the tunnel range of 50m on each side of a pier bearing platform penetrating an viaduct section below a subway tunnel, vibration reduction and isolation measures are adopted for a subway rail, and the subway rail adopts a rubber floating plate vibration reduction rail with the natural vibration frequency of 10-20 Hz.
2. The construction method of the shield tunnel multi-section, small-clearance, overlapped underpass viaduct as claimed in claim 1, wherein the bored pile is formed by a millstone positive-circulation drilling machine, and the drilling is performed by firstly performing light pressure, low rotation speed and slow drilling, and gradually increasing the rotation speed and the drilling speed after entering a normal state; drilling parameters and drilling speed are controlled in the whole process; when the layer changing drilling is carried out, the rotating speed is properly reduced, the bit pressure is reduced, and the inclination of the drilled hole is prevented.
3. The construction method of the shield tunnel multi-interval, small-clearance, overlapped underpass viaduct as claimed in claim 1, wherein the cast-in-situ bored pile construction employs steel casing follow-up and slurry wall protection, if hole collapse occurs, the surrounding drilling construction should be immediately stopped, the cause of the hole collapse is found out, and monitoring of the bridge structure is enhanced; when the pile is repaired, drilling and pouring are carried out at the original pile position;
furthermore, the construction of the cast-in-situ bored pile adopts the construction of jumping piles, and ensures that a hole is drilled and a hole is poured, and ensures that the holes are drilled symmetrically.
4. The construction method of the shield tunnel multi-interval, small-clearance and overlapped underpass viaduct as claimed in claim 1, wherein the reinforcement cage of the cast-in-place pile is manufactured in sections, and hoisting equipment of a millstone drilling machine is adopted to hoist the reinforcement cage so as to meet the construction space below the viaduct.
5. The construction method of the shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct according to claim 1, characterized in that sleeve valve pipe construction adopts a grouting construction method of interval hole jumping, gradual restriction and first-down and last-up;
further, the drilling sequence: firstly, drilling peripheral holes, and gradually drilling holes from outside to inside; grouting sequence: and (3) performing grouting on the holes drilled on the reinforcing range line from outside to inside, gradually encrypting grouting holes after blocking a slurry leakage channel, and performing grouting and compacting in the middle of the area.
6. The construction method of the shield tunnel multi-section, small-clearance and overlapped underpass viaduct as claimed in claim 1, wherein a field special experiment should be performed for grouting reinforcement of the sleeve valve pipe of the pebble layer with high water-rich and strong permeability, and the problems of grouting of the traditional sleeve valve pipe in the stratum are solved through a plurality of different measures.
7. The method of constructing a multi-zone, small-clearance, overlapping underpass viaduct in a shield tunnel of claim 1,
the supporting trolley can move forwards along the longitudinal direction without unloading force under the thrust of external force.
8. The construction method of the shield tunnel multi-section, small-clearance, overlapped underpass viaduct as claimed in claim 1, wherein each ring of tunnel segment is divided into 6 blocks, 3 standard blocks, 2 adjacent blocks and 1 capping block, and the addition of the reserved grouting holes to the segment is realized by adding 2 reserved grouting holes to each standard block and adjacent block.
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| CN201910368188.8A CN110080781B (en) | 2019-05-05 | 2019-05-05 | Construction method for shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct |
| AU2019444087A AU2019444087B2 (en) | 2019-05-05 | 2019-11-22 | Construction method for shield tunnels passing underneath viaduct in multi-interval, small-clear-distance and overlapping manner |
| PCT/CN2019/120380 WO2020224233A1 (en) | 2019-05-05 | 2019-11-22 | Construction method for shield tunnels passing underneath viaduct in multi-interval, small-clear-distance and overlapping manner |
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| CN201910368188.8A CN110080781B (en) | 2019-05-05 | 2019-05-05 | Construction method for shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct |
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| CN204984441U (en) * | 2015-09-08 | 2016-01-20 | 中铁隧道股份有限公司 | It backfills novel section of jurisdiction of quality behind one's back to change single shield TBM section of jurisdiction |
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| CN207453984U (en) * | 2017-11-06 | 2018-06-05 | 中铁第一勘察设计院集团有限公司 | The constructing structure of existing buildings is worn under a kind of weak soil rich water tunnel |
| CN108376205B (en) * | 2018-03-14 | 2020-03-24 | 中国铁路设计集团有限公司 | Systematic design method for long-distance up-down overlapping shield tunnel in soft soil area |
| CN110080781B (en) * | 2019-05-05 | 2021-05-07 | 济南轨道交通集团有限公司 | Construction method for shield tunnel multi-section, small-clear-distance and overlapped underpass viaduct |
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| WO2020224233A1 (en) | 2020-11-12 |
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