CN107100629B - Control method and structure for plastic deformation of soft soil layer lying under shield tunnel - Google Patents
Control method and structure for plastic deformation of soft soil layer lying under shield tunnel Download PDFInfo
- Publication number
- CN107100629B CN107100629B CN201710525560.2A CN201710525560A CN107100629B CN 107100629 B CN107100629 B CN 107100629B CN 201710525560 A CN201710525560 A CN 201710525560A CN 107100629 B CN107100629 B CN 107100629B
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- Prior art keywords
- shield tunnel
- tunnel
- soft soil
- plastic deformation
- bearing platform
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- 239000002689 soil Substances 0.000 title claims abstract description 104
- 238000000034 method Methods 0.000 title claims abstract description 32
- 238000004062 sedimentation Methods 0.000 claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 230000000149 penetrating effect Effects 0.000 claims abstract 3
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 abstract description 9
- 238000010276 construction Methods 0.000 description 10
- 230000006872 improvement Effects 0.000 description 7
- 230000007774 longterm Effects 0.000 description 4
- 238000010008 shearing Methods 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- 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
-
- 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
Abstract
The invention discloses a control method for plastic deformation of a soft soil layer below a shield tunnel, which is suitable for the shield tunnel of a downward penetrating building/structure, and comprises the following steps: reinforcing a soft soil stratum within a certain depth range on the open ground at two ends of a downwards-penetrating building/structure along the axis direction of a shield tunnel to form a soil bearing platform support structure, wherein the shield tunnel penetrates through the soil bearing platform support structures at two ends; the supporting of the borne load is realized by utilizing the shield tunnel structure and the underground bridge span type anti-sedimentation structure formed by the bearing structures of the soil bearing platforms at the two ends, so that the plastic deformation of the soft soil layer below the tunnel is controlled. The invention also discloses a corresponding control structure for plastic deformation of the soft soil layer below the shield tunnel. The method and the structure of the invention are designed in an optimized reinforcement mode, so that the plastic deformation of the soft soil layer is controlled, the structure of the tunnel is not damaged, and the method and the structure are especially suitable for the shield tunnel for downwards penetrating the existing building (structure).
Description
Technical Field
The invention belongs to the technical field of shield tunnels, and particularly relates to a control method and a structure for plastic deformation of a soft soil layer lying under a shield tunnel.
Background
In recent years, shield tunnels are widely applied to soft soil areas such as Shanghai, hangzhou, ningbo and the like, and the soft soil areas comprise industries such as railways, subways, highways, municipal administration and the like. A number of engineering examples indicate: the shield tunnel in the soft soil area is subjected to long-term settlement with different degrees after being built, the long-term settlement is mainly caused by plastic accumulation deformation of the shield lower soft soil stratum under the long-term vibration action of the train, and the later period is difficult to correct through corresponding engineering measures. The serious settlement of the parts not only threatens the safety, durability and waterproofness of the shield tunnel, but also influences the smoothness of the track, thereby influencing the safe operation of railways and subways.
To solve this problem, current practical treatment measures include: 1) The strength of the tunnel is enhanced, and a steel ring or secondary lining in the tunnel is generally adopted; 2) Rotary spraying or compaction grouting outside the hole; 3) In-hole perturbation grouting. The most common method is external rotary spraying or compaction grouting, which is used for reinforcing the soft soil stratum lying under the shield tunnel (as shown in fig. 1) to reduce plastic deformation of soil mass.
Patent document CN 106703836a discloses a method for treating a soft soil substrate of an existing shield circular tunnel, which solves the technical problem of settlement of a soft soil stratum lying under the tunnel. The method comprises the steps of drilling grouting pipe holes on the left side and the right side of a shield circular tunnel from the ground downwards and leftwards symmetrically, adopting an MJS construction method to perform forced mud discharge from bottom to top, and performing concrete slurry swing-spraying reinforcement on a stratum to form left and right concrete reinforcing bodies for supporting the left lower part and the right lower part of the shield circular tunnel. According to the technical scheme, the soft soil stratum lying below the shield tunnel is reinforced, the plastic deformation of soil bodies is reduced, and the long-term settlement of the tunnel can be reduced, but when the existing building (construction) is worn below the shield tunnel, the scheme for reinforcing the soft soil layer lying below the shield tunnel has the following defects that on one hand, the soft soil layer below the building (construction) cannot be reinforced, and if the soft soil layer needs to be reinforced, the building (construction) needs to be removed, so that the engineering cost is greatly increased; on the other hand, the reinforcing scheme can damage the structure of the shield tunnel, and the safety and stability of the tunnel are affected.
Disclosure of Invention
Aiming at the defects or improvement demands of the prior art, the invention provides a control method and a structure for plastic deformation of a soft soil layer lying down of a shield tunnel, which are designed in an optimized reinforcement mode, so that the plastic deformation of the soft soil layer lying down is controlled, the structure of the tunnel is not damaged, and the control method and the structure are particularly suitable for the shield tunnel of an existing building (structure).
In order to achieve the above object, according to one aspect of the present invention, there is provided a method for controlling plastic deformation of a soft soil layer underlying a shield tunnel, which is applicable to a shield tunnel of a down-going building/structure, the method comprising:
reinforcing soft soil strata at two ends of a downwards-penetrating building/structure along the axis direction of a shield tunnel to form a soil bearing platform support structure, wherein the shield tunnel penetrates through the soil bearing platform support structures at two ends;
the supporting of the borne load is realized by utilizing the shield tunnel structure and the underground bridge span type anti-sedimentation structure formed by the bearing structures of the soil bearing platforms at the two ends, so that the plastic deformation of the soft soil layer below the tunnel is controlled.
As a further improvement of the invention, the arrangement of the soil cap support structure is determined by the following procedure:
s1, calculating the dead weight of a tunnel structure, the load of a train, the soil above the tunnel and the load transferred by a building/structure;
s2, deducting corresponding buoyancy to obtain a vertical load born by the shield tunnel;
s3, a tunnel longitudinal equivalent stiffness analysis model is established, the soil bearing platform structure is simplified into a vertical support, and calculation models are calculated in a trial mode through adjusting bearing platform structure spacing until deformation and stress of the tunnel structure and the soil bearing platform structure are controlled in a reasonable range.
As a further improvement of the present invention, the increase of the distance between the two earth bearing platforms and the support can be achieved by increasing the longitudinal rigidity of the shield tunnel, which includes but is not limited to: the number and the strength of the longitudinal bolts of the shield segment are increased, the longitudinal joints of the shield segment are connected by steel plates, and a reinforced concrete lining structure is poured on the inner side of the segment.
As a further improvement of the invention, the soft soil stratum can be reinforced by adopting a jet grouting pile, a stirring pile or grouting mode, and thus a soil bearing platform supporting structure is formed.
As a further improvement of the invention, the opening amount of the segment lining of the shield tunnel is not more than 8mm, and the dislocation between rings is not more than 15mm.
As a further improvement of the invention, the shield tunnel is a railway shield tunnel.
According to another aspect of the present invention, there is provided a control structure for plastic deformation of a soft soil layer underlying a shield tunnel for use in a shield tunnel of a down-going building/structure to control plastic deformation of the soft soil layer underlying the shield tunnel, characterized by comprising:
the soil bearing platform support structures are positioned at two ends of the building/structure which is penetrated downwards in the axial direction of the shield tunnel and used for reinforcing the soft soil stratum within a certain depth range, and the shield tunnel penetrates through the soil bearing platform support structures at two ends; the shield tunnel structure and the soil bearing platform support structures at the two ends form an underground bridge span type anti-sedimentation structure together, so that the support of the born load is realized, and the plastic deformation of the soft soil layer below the tunnel is controlled.
In general, the above technical solutions conceived by the present invention have the following technical effects compared with the prior art:
(1) The method and the structure of the invention utilize the longitudinal bending resistance and shearing resistance of the shield tunnel, and then take the soil body after stratum reinforcement as the fulcrum of the tunnel to form the underground bridge span type anti-sedimentation structure with the combination of the shield tunnel and the soil bearing platform support, thereby ensuring the deformation and stress requirements in the operation stage of the shield tunnel in the section of the building (structure) of the underpass;
(2) The soil bearing platform structure and the shield tunnel form an underground bridge span type anti-sedimentation structure, so that the traditional mode of solving the sedimentation of the shield tunnel by adopting a simple reinforcement measure is changed, and the plastic deformation of soft soil below the railway shield tunnel can be effectively controlled;
(3) The method and the structure are particularly suitable for the condition of the underpass building/structure, compared with the traditional anti-sedimentation measure, the method and the structure avoid the damage to the shield tunnel structure, reduce the occupation of ground sites, reduce the influence of construction on the surrounding environment and are convenient to implement.
Drawings
FIG. 1 is a schematic diagram of a plastic deformation reinforcement mode of a soft soil stratum of a shield tunnel lying down in the prior art;
FIG. 2 is a schematic plan view of a method and a structure for controlling plastic deformation of a soft soil stratum lying under a shield tunnel according to an embodiment of the present invention;
FIG. 3 is a schematic view of the embodiment of FIG. 2 in a vertical section arrangement of a method and structure for controlling plastic deformation of a soft soil layer lying under a shield tunnel;
FIG. 4 is a schematic view of a structure of a supporting seat of a soil cap in a plastic deformation control structure of a soft soil layer lying under a shield tunnel in the embodiment of FIG. 2;
the same reference numbers are used throughout the drawings to reference like elements or structures, wherein: 1-shield tunnel, 2-soil bearing platform support structure, 3-existing building, 4-ground, 5-segment structure, 6-internal structure and 7-soft soil stratum reinforcement.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
FIG. 2 is a schematic plan view of a method and a structure for controlling plastic deformation of a soft soil stratum lying under a shield tunnel according to an embodiment of the present invention; FIG. 3 is a schematic view of the embodiment of FIG. 2 in a vertical section arrangement of a method and structure for controlling plastic deformation of a soft soil layer lying under a shield tunnel; fig. 4 is a schematic view of a structure of a supporting seat of a soil cap in a plastic deformation control structure of a soft soil layer lying under a shield tunnel in the embodiment of fig. 2.
As shown in fig. 2, 3 and 4, the method for controlling plastic deformation of soft soil in a shield tunnel in this embodiment is that a corresponding anti-sedimentation measure is needed to be adopted in order to reduce plastic deformation of a soft soil layer lying under the shield tunnel in a building section of an existing building. According to the method, an underground bridge span type anti-sedimentation structure is formed, namely, soft soil stratum in a certain depth range is reinforced on the empty ground at two ends of a building in the tunnel axis direction, a soil bearing platform support structure can be formed by adopting a jet grouting pile, a stirring pile or grouting mode, and the distance between supports is required to be determined according to calculation (shown in figure 4) and ground construction conditions. The specific depth of the reinforced soft soil layer is determined according to the calculation result, which has close relation with stratum condition, reinforcement position, plane size, upper load and other factors, and the principle in practical engineering is to reduce the scale as far as possible on the premise of ensuring that the normal operation of the railway is met. That is, the depth will vary according to the actual conditions, and the specific depth determination principle and calculation process will be available to those skilled in the art according to the corresponding condition techniques.
Because when the existing building (structure) section is penetrated downwards, the soft soil stratum lying downwards of the shield tunnel cannot be reinforced from the ground, the scheme adopts the mode that the soft soil stratum in a certain depth range is reinforced on the empty ground at two ends of the building (structure) along the axial direction of the tunnel to form a soil bearing platform support structure, and the shield tunnel and the soil bearing platform support structure jointly form an underground bridge span type anti-sedimentation structure in this way. In the scheme, the size and arrangement mode of the soil bearing platform support structure are checked and calculated according to geology, hydrologic conditions and shield tunnel structure design, so that the anti-sedimentation requirement of the tunnel structure is ensured, and the deformation and stress of the structure are within allowable values; the soil bearing platform support structure should have construction conditions on the ground, and has small influence on the surrounding environment.
In the scheme, the main structure (or the combined structure of the main structure and the internal structure) of the shield tunnel is a part of the anti-sedimentation structure, and the reinforcement bodies at two ends of the building (structure) are used as soil bearing platform structures and are fulcrums of the underground bridge span type anti-sedimentation structure.
In the scheme, the longitudinal rigidity required by the shield tunnel is determined according to a longitudinal calculation result, and proper measures for improving the longitudinal rigidity are selected in combination with engineering actual conditions. In a preferred embodiment, to increase the longitudinal rigidity of the shield tunnel and increase the spacing between the supports of the earth support, the following measures can be taken, but are not limited to: the number and the strength of the longitudinal bolts of the shield segments are increased, the longitudinal joints of the shield segments are connected by steel plates, reinforced concrete lining structures are poured on the inner sides of the segments, and the like.
The planar arrangement spacing of the land platform support structures can be determined by calculation. Specifically, firstly, calculating the dead weight of a tunnel structure, the load of a train, the load transferred by soil above the tunnel and a building (construction) and deducting the corresponding buoyancy to obtain the vertical load born by the shield tunnel; and then, a tunnel longitudinal equivalent stiffness analysis model is established, the soil bearing platform structure is simplified into a vertical support, and the calculation model is subjected to trial calculation by adjusting the bearing platform structure spacing until the deformation and stress of the tunnel structure and the soil bearing platform structure are controlled in a reasonable range. The arrangement interval of the bearing platform is determined by combining ground conditions so as to reduce the interference to the surrounding environment as much as possible and the removal principle; the soil bearing platform support structure should be completed before the shield tunnel arrives.
For the shield tunnel, the opening amount of the segment lining is generally required to be not more than 8mm, the dislocation between rings is not more than 15mm, the shearing resistance and the tensile strength of the bolts are not more than design values, and the lining structure is required to meet the strength and deformation requirements.
The control structure of the scheme can be implemented according to the following steps when in specific construction:
(1) Before the shield tunnel 1 passes through, reinforcing a soft soil stratum structure at a set position to form a soil bearing platform support structure 2;
(2) Tunneling the shield tunnel 1 through a soil bearing platform support structure, and assembling tunnel segments 5;
(3) After the shield tunnel passes, the bolt structure is re-tightened, and the internal structure 6 is constructed.
The control method and the control structure of the scheme do not limit the diameter of the tunnel, and can be suitable for shield tunnels with different diameter types. The type of the shield tunnel is not limited, and the shield tunnel is preferably a railway shield tunnel, and can be other shield tunnels.
Compared with the prior art, the engineering quantity of the anti-settlement measure is greatly reduced, the position of the soil bearing platform support can be determined by combining with the ground condition, the influence of construction on the surrounding environment is reduced, the longitudinal bending resistance and the shearing resistance of the shield tunnel are fully utilized, and the engineering economy and the implementation are good.
It will be readily appreciated by those skilled in the art that the foregoing description is merely a preferred embodiment of the invention and is not intended to limit the invention, but any modifications, equivalents, improvements or alternatives falling within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (5)
1. The method for controlling the plastic deformation of the soft soil layer lying under the shield tunnel is suitable for the shield tunnel of a downward penetrating building/structure, and is characterized by comprising the following steps:
reinforcing a soft soil stratum at two ends of a downwards-penetrating building/structure along the axis direction of a shield tunnel to form a soil bearing platform support structure, wherein the shield tunnel penetrates through the soil bearing platform support structures at two ends;
the arrangement of the soil bearing platform support structure is determined by the following process: calculating the dead weight of the shield tunnel, the load of the train, the soil above the tunnel and the load transferred by the building/structure; deducting the corresponding buoyancy to obtain the vertical load born by the shield tunnel; establishing a tunnel longitudinal equivalent stiffness analysis model, simplifying a soil bearing platform support structure into a vertical support, and performing trial calculation on the calculation model by adjusting the spacing of the soil bearing platform support structure until deformation and stress of the shield tunnel and the soil bearing platform support structure are controlled in a reasonable range;
the supporting of the born load is realized by utilizing the shield tunnel and the underground bridge span type anti-sedimentation structure formed by the bearing structures of the soil bearing platforms at the two ends, so that the plastic deformation of the soft soil layer below the tunnel is controlled;
the increase of the spacing between the two soil bearing platform support structures can be realized by improving the longitudinal rigidity of the shield tunnel, and comprises the steps of increasing the number and strength of longitudinal bolts of the shield segment, connecting the longitudinal seams of the shield segment by adopting steel plates and/or pouring a reinforced concrete lining structure on the inner side of the segment.
2. The method for controlling plastic deformation of a soft soil layer under a shield tunnel according to claim 1, wherein the soft soil layer can be reinforced by adopting a jet grouting pile, a stirring pile or grouting mode, and a soil bearing platform supporting structure is formed.
3. The method for controlling plastic deformation of a soft soil layer underlying a shield tunnel according to claim 1, wherein the opening amount of the segment lining of the shield tunnel is not more than 8mm and the inter-ring dislocation is not more than 15mm.
4. The method for controlling plastic deformation of a soft soil layer underlying a shield tunnel according to claim 1, wherein the shield tunnel is a railway shield tunnel.
5. A control structure of plastic deformation of a soft soil layer lying under a shield tunnel, which is used in the shield tunnel of a down-going building/structure to control the plastic deformation of the soft soil layer lying under the shield tunnel, characterized in that it is realized by the control method according to any one of claims 1 to 4;
it comprises the following steps: the soil bearing platform support structures are positioned at two ends of the building/structure which is penetrated downwards in the axial direction of the shield tunnel and used for reinforcing the soft soil stratum within a certain depth range, and the shield tunnel penetrates through the soil bearing platform support structures at two ends; the shield tunnel and the soil bearing platform support structures at the two ends form an underground bridge span type anti-sedimentation structure together, so that the support of the born load is realized, and the plastic deformation of the soft soil layer below the tunnel is controlled.
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| CN201710525560.2A CN107100629B (en) | 2017-06-30 | 2017-06-30 | Control method and structure for plastic deformation of soft soil layer lying under shield tunnel |
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| CN201710525560.2A CN107100629B (en) | 2017-06-30 | 2017-06-30 | Control method and structure for plastic deformation of soft soil layer lying under shield tunnel |
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| CN107100629A CN107100629A (en) | 2017-08-29 |
| CN107100629B true CN107100629B (en) | 2023-11-07 |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109356597B (en) * | 2018-11-19 | 2023-12-15 | 中铁第四勘察设计院集团有限公司 | Track deformation control structure arranged in shield tunnel with bottom gallery |
| CN109779636A (en) * | 2019-02-25 | 2019-05-21 | 中交（广州）建设有限公司 | The ruggedized construction of existing building is worn under a kind of shield tunnel |
| CN109944593B (en) * | 2019-02-25 | 2020-11-03 | 中交（广州）建设有限公司 | Reinforcing method for shield tunnel to penetrate existing building |
| CN111734448B (en) * | 2020-06-22 | 2022-05-17 | 上海隧道工程有限公司 | Structure and method for reinforcing vertical channel between underground space structure and shield tunnel |
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| Publication number | Publication date |
|---|---|
| CN107100629A (en) | 2017-08-29 |
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