CN102425430A - Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum - Google Patents
Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum Download PDFInfo
- Publication number
- CN102425430A CN102425430A CN201110346463XA CN201110346463A CN102425430A CN 102425430 A CN102425430 A CN 102425430A CN 201110346463X A CN201110346463X A CN 201110346463XA CN 201110346463 A CN201110346463 A CN 201110346463A CN 102425430 A CN102425430 A CN 102425430A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- soil
- mrow
- control method
- protection control
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000002689 soil Substances 0.000 title claims abstract description 74
- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000012360 testing method Methods 0.000 claims abstract description 12
- 238000010008 shearing Methods 0.000 claims abstract description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 8
- 238000013461 design Methods 0.000 claims description 15
- 238000005259 measurement Methods 0.000 claims description 9
- 230000035515 penetration Effects 0.000 claims description 8
- 239000011148 porous material Substances 0.000 claims description 8
- 238000010276 construction Methods 0.000 claims description 4
- 238000001514 detection method Methods 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 238000010998 test method Methods 0.000 claims description 2
- 238000004458 analytical method Methods 0.000 description 6
- 239000004927 clay Substances 0.000 description 5
- 230000001186 cumulative effect Effects 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 230000007774 longterm Effects 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 230000018109 developmental process Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 210000000988 bone and bone Anatomy 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004445 quantitative analysis Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000001568 sexual effect Effects 0.000 description 1
- 238000005527 soil sampling Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Images
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a protection control method for resisting the longitudinal deformation through a shield tunnel structure in a soft soil stratum, which comprises the following steps: getting division information of soil layers of shallow soil containing a tunnel, and then extracting soil samples of the soil layer in which the tunnel is located for performing an indoor conventional geotechnical test; utilizing a water level gauge to measure the bulk settling of the tunnel structure, taking the longitudinal direction of the tunnel as a horizontal axis, and taking the accumulated settling values of the tunnel as a longitudinal axis for marking up the accumulated settling values of all rings of the tunnel; performing sectional fitting on an accumulated settling curve of the tunnel and determining a Gaussian fitting equation of the accumulated settling curve; determining the shear force of the tunnel; and determining the shearing stress and the pulling stress of each bolt and controlling the longitudinal deformation of the tunnel according to the obtained shearing stress and the pulling stress of the bolts between the rings of the tunnel. The protection control method adopts a Cosserat non-equilibrium mechanical theoretical system to quantitatively determine the stress of the bolts between the lining rings of the tunnel, and the method is simple, convenient to popularize and suitable for the control problem of the longitudinal deformation of the shield tunnel.
Description
Technical Field
The invention relates to a method in the technical field of building engineering, in particular to a protection control method for resisting longitudinal deformation of a shield tunnel structure in a soft soil stratum.
Background
With the acceleration of the urbanization process of China, urban population is continuously increased, available space is less and less, and the development of urban underground rail transit not only relieves the heavy traffic pressure of cities, but also effectively utilizes urban space, and makes an important contribution to the sustainable development of cities. The shield method is a common underground tunnel construction method, has the characteristics of safe construction, high tunneling speed, automatic operation and the like, and is an optimal choice for excavating long-distance tunnels in weak water-bearing strata. However, the shield tunnel in the soft soil stratum is easy to generate settlement and deformation in long-term operation, so that the lining is cracked and leaked, and even the track is distorted in serious conditions, thereby affecting the driving safety.
The International Tunnel Association (ITA) published guiding information for the Design of Shield Tunnel Lining in the Tunnel and Undergarding Space Technology (Tunnel and underground Space Technology) in 2000 after a number of investigations. The article comprehensively and systematically introduces the design process and analysis method of the current shield tunnel. It is not easy to find that the structural design of the current shield tunnel is to simplify the tunnel into a two-dimensional model, only the stress deformation on the cross section of the tunnel is considered, but the longitudinal deformation and the structural stress caused by the long-term operation of the tunnel are not analyzed in a targeted manner, and the longitudinal bolts of the tunnel are designed completely by experience. The design specifications of underground railways (GB50157-92) in China recommend a transverse design method using a load structure model, and the influence of longitudinal deformation of a tunnel is not considered. The 2010 version of foundation design Specification of Shanghai city (DGJ08-11-2010) emphasizes the influence of longitudinal settlement of the tunnel more than the 1999 version of foundation design Specification (DGJ08-11-1999), provides access to limits of maximum opening of seams and staggered platforms among rings, but an analysis method of longitudinal design of the tunnel still lacks clear description, and a quantitative determination method for analysis of stress of bolts does not exist. At present, researches on longitudinal deformation of tunnels gradually attract attention of scholars, but longitudinal structure design models are not mature, and no good protection method is provided for longitudinal connecting bolts under the combined action of pulling and shearing.
The prior art document retrieval shows that the analysis models commonly adopted for the longitudinal deformation of the tunnel are a longitudinal beam-spring model and a longitudinal equivalent serialization model. The former is proposed by "property of the bone perpendicular direction モデル formation について of シ - ルドトンネル", published by "civil engineering society" in " text collected as early as" civil "(academic society of civil engineering, japan) in the year 1988, xiaoquan chun, japan. The beam unit simulates a lining ring and simulates a ring-shaped joint and a bolt by the axial, shearing and rotating effects of a spring, and the method has the defects that the relatively discontinuous deformation between adjacent segment joints cannot be obtained and the internal force of the bolt cannot be accurately given. The latter is proposed by methods of "シ - ルドトンネル. s. vibration resistance analysis にる. long finger direction work 21083and sexual activity " published by "civil engineering society could literature collection" (the society of civil engineering, japan) in 1988, entitled "Zhibo of fu, equivalent to 1988. It treats the tunnel as a homogeneous ring and the joints and segments as uniform continuous beams with the same stiffness and structural characteristics. In fact, the longitudinal deformation of the tunnel is represented by the staggering between adjacent lining rings, which can cause the bolts to generate shear stress, and when the staggering reaches a certain degree, the annular seams can be opened, so that the bolts generate tensile stress. The deformation mode of the staggered platform is essentially different from the tunnel bending mode taking a homogeneous circular ring as a model, so that the internal force of the bolt cannot be accurately calculated by using a longitudinal equivalent continuous model.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a method for protecting and controlling the longitudinal deformation of a shield tunnel in a soft soil stratum, which determines the soil layer characteristics of shallow soil containing the tunnel by using a geological survey method, fits a long-term settlement curve of the tunnel, and determines the shear stress and the tensile stress of bolts between tunnel rings by combining an analysis method of a Cosserat non-equilibrium mechanical theory system, thereby controlling the longitudinal deformation of the tunnel.
The invention is realized by the following technical scheme, which comprises the following steps:
firstly, obtaining soil layer division information of shallow soil including a tunnel, and then extracting a soil sample of the soil layer where the tunnel is located to perform an indoor conventional geotechnical test.
The soil layer division of the shallow soil is as follows: determining a relation curve of penetration resistance of a soil body and pore water pressure and depth by using pore pressure type static sounding, wherein the detection depth is 1.5 times of the buried depth of a central line of the tunnel, and arranging a detection hole every 100m along the longitudinal direction of the tunnel. Drawing a relation graph which takes the ratio of pore water pressure to penetration resistance as a horizontal axis and the ratio of the penetration resistance to initial formation stress as a vertical axis, and dividing the graph into a plurality of different soil characteristic regions to represent different soil types; marking the data of the actually measured static sounding curve on the graph to judge the type of the field soil layer; then determining the division information of the soil layer on the construction site according to the type of the soil by contrasting the penetration resistance curve and the pore water pressure distribution curve;
the soil sample of the soil layer where the tunnel is located is extracted by the following steps: and (4) taking soil in the soil layer where the tunnel is located by using thin-wall soil taking equipment for performing an indoor conventional soil test. The number of soil samples is preferably not less than three test pieces, and the longitudinal soil sampling interval of the tunnel is about 100 m.
The indoor conventional geotechnical test refers to: and (4) density test, namely measuring the wet density of each soil layer by a density test method such as a cutting ring method and calculating the corresponding gravity.
And secondly, measuring the integral settlement of the tunnel structure by using a level gauge, and marking the accumulated settlement value of each ring of the tunnel by taking the longitudinal direction of the tunnel as a horizontal axis and the accumulated settlement value of the tunnel as a vertical axis.
The leveling instrument measurement is as follows: a ground first-level leveling line is used as a first-level leveling control point, a temporary leveling base point is buried in the accessory of the access of a main subway station, and a reference point is arranged in a station hall for combined measurement. The measuring line adopts one-way line observation and is attached to a station hall reference point between two subway stations, namely an uplink line and a downlink line to form an attached line. The measurement adopts the second-class national leveling precision, each tunnel lining ring is measured one by one, and the measurement frequency is once every half year.
And thirdly, performing piecewise fitting on the accumulated settlement curve of the tunnel, and determining a Gaussian fitting equation of the accumulated settlement curve.
The piecewise fitting is that: and taking the minimum value point of the tunnel accumulated settlement curve as a segmentation node, dividing the tunnel settlement curve into a plurality of segments, and performing Gaussian fitting on each segment of the curve.
The Gaussian fitting equation satisfies the following formula:
wherein S ismaxIs the peak value of the settling funnel; s0The integral settlement of the tunnel; i is the width coefficient of the settling tank; x is the number ofcIs a coordinate along the center of the settling tank; and x is the transverse coordinate of any point of the tunnel.
And fourthly, determining a tunnel shearing force value.
The tunnel shearing force value satisfies the following formula:
wherein, Delta sigma2(x) The load is the Cosserat unbalanced load above the tunnel; and D is the outer diameter of the tunnel lining, which is determined by a cross-section design drawing of the tunnel.
The Cosserat unbalanced load is obtained by the following steps:
1) and determining the total load above the tunnel.
The total load above the tunnel meets the following formula: Δ σ (x) ═ γtS(x)，
Wherein, γtThe soil mass of the soil layer where the tunnel is located is obtained in the first step.
2) And determining Cosserat unbalanced load.
The Cosserat unbalanced load satisfies the following formula:
wherein, Delta sigma1(x) To balance the load, the following formula is satisfied: delta sigma1(x)＝γtS0。
And fifthly, determining the shear stress and the tensile stress of each bolt, and controlling the longitudinal deformation of the tunnel according to the obtained shear stress and tensile stress of the bolts between the tunnel rings.
The shear stress of each bolt satisfies the following formula:
wherein x isbThe abscissa corresponds to the bolt; delta taub(xb) Is the shear stress of the bolt; d is the inner diameter of the tunnel, DbThe diameter of the bolt is, and n is the number of bolts between rings and is determined by a tunnel design drawing.
The tensile stress of each bolt satisfies the following formula:
wherein σbIs the tensile stress of the bolt; l is the width of a tunnel lining ring, and is determined by a tunnel cross section design drawing; e is the modulus of elasticity of the bolt, LbIs the length of the bolt; s' (x) is a first derivative function of S (x).
Compared with the prior art, the stress of the bolts between the tunnel lining rings is quantitatively determined by adopting a Cosserat non-equilibrium mechanics theory system, the original situation of designing the bolts by experience is broken through, the defects of the structural design of the shield tunnel are made up, and the safe use of the shield tunnel is guaranteed. The method is simple, convenient to popularize and high in application value. The method is suitable for controlling the longitudinal deformation of the shield tunnel.
Drawings
Figure 1 is a schematic diagram of a tunnel lining ring shear.
Fig. 2 shows the longitudinal settlement of the tunnel and a curve fitted thereto.
FIG. 3 shows the values of the internal force of the bolt determined by the method of the present invention.
Detailed Description
The embodiments of the present invention will be described in detail below with reference to the accompanying drawings: the present embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
Example (b):
the buried depth of a shield tunnel of a certain track traffic parking lot entrance and exit downlink is 11.25m, the outer diameter of a lining ring is 6.2m, the inner diameter of the lining ring is 5.5m, and the ring width of the lining ring is 1.0 m. The rings are connected by 17M 30 bolts, the length of the bolt is 400mm, and the elastic modulus of the bolt is 2.06 multiplied by 105MPa. After the accident happens to the tunnel pump station, the tunnel longitudinally generates dislocation deformation.
Firstly, defining the field geological condition and the soil property of the soil layer of the tunnel. The soil body in the range from the ground to 1.5 times of the depth of the tunnel is divided into 5 layers: the top layer (0.0-1.6 m) is backfilled soil; the second layer (1.6-3.4 m) is soft clay; the third layer (3.4-6.1 m) is silt silty clay; the fourth layer (6.1-15.5 m) is silt clay; the fifth layer (not perforated) is clay. The stratum where the tunnel is located is a fourth silt clay layer. Extracting three natural soil samples of the stratum where the tunnel is located by using the thin-wall soil sampler, and performing a density test to obtain that the wet density of the stratum where the tunnel is located is 1.9kg/m3And the calculated gravity of the soil body is 19.0kN/m3。
And secondly, measuring the integral settlement of the tunnel structure by using a level gauge. As shown in fig. 2, the cumulative sinker values of the rings of the tunnel are plotted on the horizontal axis and the cumulative sinker value of the tunnel on the vertical axis.
And thirdly, performing piecewise fitting on the accumulated settlement curve of the tunnel, and determining a Gaussian fitting equation of the accumulated settlement curve.
And (4) taking the minimum value point of the accumulated settlement curve of the tunnel as a segmentation node, and dividing the settlement curve into a section. As shown in fig. 2, the tunnel cumulative settlement curve is fitted with a gaussian curve, and the fitting equation is:
and fourthly, determining a tunnel shearing force value.
The formula of the tunnel shearing force value satisfies the following equation:
the Cosserat unbalanced load is obtained by the following steps:
1) and determining the total load above the tunnel.
The total load above the tunnel is:
2) and determining Cosserat unbalanced load.
The Cosserat unbalanced load is:
and fifthly, determining the shear stress of each bolt.
The shear stress of each bolt is determined according to the following formula:
the shear stress for each bolt determined using the present method is shown in fig. 3.
And step six, determining the tensile stress of each bolt.
The tensile stress of each bolt is determined according to the following formula:
wherein, <math>
<mrow>
<msup>
<mi>S</mi>
<mo>′</mo>
</msup>
<mrow>
<mo>(</mo>
<mi>x</mi>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mfrac>
<mrow>
<mo>-</mo>
<mn>4</mn>
<mo>×</mo>
<mn>1074.17</mn>
</mrow>
<mrow>
<msup>
<mn>10.83</mn>
<mn>2</mn>
</msup>
<mo>×</mo>
<msqrt>
<mi>π</mi>
<mo>/</mo>
<mn>2</mn>
</msqrt>
</mrow>
</mfrac>
<mo>×</mo>
<mi>exp</mi>
<mo>[</mo>
<mo>-</mo>
<mfrac>
<msup>
<mrow>
<mo>(</mo>
<mi>x</mi>
<mo>-</mo>
<mn>35.61</mn>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
<mrow>
<mn>2</mn>
<mo>×</mo>
<msup>
<mn>5.415</mn>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<mo>]</mo>
</mrow>
</math>
the tensile stress of each bolt determined using the present method is shown in fig. 3. And controlling the longitudinal deformation of the tunnel according to the obtained shear stress and tensile stress of the bolts between the tunnel rings.
The method can accurately determine the shearing stress and the tensile stress of the bolts between the lining rings of the shield tunnel, is more scientific and accurate compared with the prior method which only depends on experience, and brings great convenience to the control of the longitudinal deformation of the shield tunnel.
While the present invention has been described in detail with reference to the preferred embodiments, it should be understood that the above description should not be taken as limiting the invention. Various modifications and alterations to this invention will become apparent to those skilled in the art upon reading the foregoing description. Accordingly, the scope of the invention should be determined from the following claims.
Claims (10)
1. A protection control method for resisting longitudinal deformation of a shield tunnel structure in a soft soil stratum is characterized by comprising the following steps: the method comprises the following steps:
firstly, acquiring soil layer division information of shallow soil including a tunnel, and then extracting a soil sample of the soil layer where the tunnel is located to perform an indoor conventional geotechnical test;
secondly, measuring the integral settlement of the tunnel structure by using a level gauge, and marking the accumulated settlement value of each ring of the tunnel by taking the longitudinal direction of the tunnel as a transverse axis and the accumulated settlement value of the tunnel as a longitudinal axis;
step three, performing piecewise fitting on the accumulated settlement curve of the tunnel, and determining a Gaussian fitting equation of the accumulated settlement curve;
fourthly, determining a tunnel shearing force value;
the tunnel shearing force value satisfies the following formula:
wherein, Delta sigma2(x) The load is the Cosserat unbalanced load above the tunnel; d is the outer diameter of the tunnel lining, which is determined by a cross section design drawing of the tunnel;
and fifthly, determining the shear stress and the tensile stress of each bolt, and controlling the longitudinal deformation of the tunnel according to the obtained shear stress and tensile stress of the bolts between the tunnel rings.
2. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the piecewise fitting is that: and taking the minimum value point of the tunnel accumulated settlement curve as a segmentation node, dividing the tunnel settlement curve into a plurality of segments, and performing Gaussian fitting on each segment of the curve.
3. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 2, characterized in that: the Gaussian fitting equation satisfies the following formula:
wherein S ismaxIs the peak value of the settling funnel; s0The integral settlement of the tunnel; i is the width coefficient of the settling tank; x is the number ofcIs a coordinate along the center of the settling tank; and x is the transverse coordinate of any point of the tunnel.
4. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the Cosserat unbalanced load is obtained by the following steps:
1) determining the total load above the tunnel;
the total load above the tunnel meets the following formula: Δ σ (x) ═ γtS(x)，
Wherein, γtThe soil mass of the soil layer where the tunnel is located is obtained in the first step;
2) determining Cosserat unbalanced load:
the Cosserat unbalanced load satisfies the following formula:
wherein, Delta sigma1(x) To balance the load, the following formula is satisfied: delta sigma1(x)＝γtS0。
5. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the shear stress of each bolt satisfies the following formula:
wherein x isbThe abscissa corresponds to the bolt; delta taub(xb) Is the shear stress of the bolt; d is the inner diameter of the tunnel, DbThe diameter of the bolt is, and n is the number of bolts between rings and is determined by a tunnel design drawing.
6. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the tensile stress of each bolt satisfies the following formula:
wherein σbIs the tensile stress of the bolt; l is the width of a tunnel lining ring, and is determined by a tunnel cross section design drawing; e is the modulus of elasticity of the bolt, LbIs the length of the bolt; s' (x) is a first derivative function of S (x).
7. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the soil layer division of the shallow soil is as follows: determining a relation curve of penetration resistance of a soil body and pore water pressure and depth by using pore pressure type static sounding, wherein the detection depth is 1.5 times of the buried depth of a tunnel central line, and each 100m of detection holes are arranged along the longitudinal direction of the tunnel; drawing a relation graph which takes the ratio of pore water pressure to penetration resistance as a horizontal axis and the ratio of the penetration resistance to initial formation stress as a vertical axis, and dividing the graph into a plurality of different soil characteristic regions to represent different soil types; marking the data of the actually measured static sounding curve on the graph to judge the type of the field soil layer; and determining the division information of the soil layer on the construction site according to the type of the soil by contrasting the penetration resistance curve and the pore water pressure distribution curve.
8. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the soil sample of the soil layer where the tunnel is located is extracted by the following steps: and (3) taking soil in the soil layer where the tunnel is located by using thin-wall soil taking equipment for performing an indoor conventional soil test, wherein the number of soil samples is preferably not less than three test pieces, and the longitudinal soil taking interval of the tunnel is 100 m.
9. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the indoor conventional geotechnical test refers to: and (4) density test, namely measuring the wet density of each soil layer by a density test method such as a cutting ring method and calculating the corresponding gravity.
10. The protection control method for resisting longitudinal deformation of the shield tunnel structure in the soft soil stratum according to claim 1, characterized in that: the leveling instrument measurement is as follows: taking a ground first-level leveling line as a first-level leveling control point, burying a temporary leveling base point at the access and exit accessory of a main subway station, and setting a reference point in a station hall and carrying out combined measurement; the measurement route is observed by adopting a one-way line and is added to a station hall reference point between two subway stations, namely an uplink line and a downlink line form an attached line; the measurement adopts the second-class national leveling precision, each tunnel lining ring is measured one by one, and the measurement frequency is once every half year.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110346463 CN102425430B (en) | 2011-11-04 | 2011-11-04 | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110346463 CN102425430B (en) | 2011-11-04 | 2011-11-04 | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102425430A true CN102425430A (en) | 2012-04-25 |
| CN102425430B CN102425430B (en) | 2013-08-28 |
Family
ID=45959455
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201110346463 Expired - Fee Related CN102425430B (en) | 2011-11-04 | 2011-11-04 | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102425430B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104537162A (en) * | 2014-12-16 | 2015-04-22 | 上海交通大学 | Method for determining capability of resisting slab staggering and expanding deformation of joints between shield tunnel lining rings |
| CN104632244A (en) * | 2014-12-16 | 2015-05-20 | 上海交通大学 | Method for determining influences of land subsidence on subway tunnel settlement and protecting tunnel structure |
| CN104653196A (en) * | 2015-01-30 | 2015-05-27 | 北京交通大学 | Initial design method of tunnel engineering considering all-parameter influence |
| CN105890834A (en) * | 2015-07-30 | 2016-08-24 | 中铁建设投资集团有限公司 | Shield segment connecting screw bolt stress state detection method |
| CN108571328A (en) * | 2018-06-29 | 2018-09-25 | 西南交通大学 | A kind of stratum interface segment shield tunnel segment lining structure and design method |
| CN108921319A (en) * | 2018-04-27 | 2018-11-30 | 中铁西南科学研究院有限公司 | A kind of monitoring method for Karst Tunnel structure safe early warning |
| CN110633482A (en) * | 2019-06-03 | 2019-12-31 | 中铁二院工程集团有限责任公司 | Tunnel advanced pipe shed deformation calculation method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0967997A (en) * | 1995-08-31 | 1997-03-11 | Maeda Corp | Brocken-type open shield machine |
| CN1912258A (en) * | 2006-08-07 | 2007-02-14 | 上海市隧道工程轨道交通设计研究院 | Tunnel processing system suitable for large stratigraphic uniform sedimentation or dislocation |
| CN101749025A (en) * | 2009-12-24 | 2010-06-23 | 上海隧道工程股份有限公司 | Improved construction method of soil mass of extra-large-diameter soil pressure balancing shield on soft soil stratum |
| CN101667220B (en) * | 2009-09-22 | 2011-04-27 | 同济大学 | Simulation method of shield tunnel joint structure |
-
2011
- 2011-11-04 CN CN 201110346463 patent/CN102425430B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0967997A (en) * | 1995-08-31 | 1997-03-11 | Maeda Corp | Brocken-type open shield machine |
| CN1912258A (en) * | 2006-08-07 | 2007-02-14 | 上海市隧道工程轨道交通设计研究院 | Tunnel processing system suitable for large stratigraphic uniform sedimentation or dislocation |
| CN101667220B (en) * | 2009-09-22 | 2011-04-27 | 同济大学 | Simulation method of shield tunnel joint structure |
| CN101749025A (en) * | 2009-12-24 | 2010-06-23 | 上海隧道工程股份有限公司 | Improved construction method of soil mass of extra-large-diameter soil pressure balancing shield on soft soil stratum |
Non-Patent Citations (4)
| Title |
|---|
| 姜启元: "软土盾构隧道的纵向变形分析", 《地下工程与隧道》 * |
| 张洪宇: "软土地基隧道沉降规律的初步分析", 《工程勘察（增刊）》 * |
| 郑永来: "软土地铁隧道纵向不均匀沉降导致的管片接头环缝开裂研究", 《岩石力学与工程学报》 * |
| 鲁志鹏: "地铁盾构隧道纵向长期沉降的安全性评估研究", 《隧道建设（增刊）》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104537162A (en) * | 2014-12-16 | 2015-04-22 | 上海交通大学 | Method for determining capability of resisting slab staggering and expanding deformation of joints between shield tunnel lining rings |
| CN104632244A (en) * | 2014-12-16 | 2015-05-20 | 上海交通大学 | Method for determining influences of land subsidence on subway tunnel settlement and protecting tunnel structure |
| CN104537162B (en) * | 2014-12-16 | 2017-07-11 | 上海交通大学 | Determine shield tunnel liner interannular seam resistance faulting of slab ends and open deformability method |
| CN104653196A (en) * | 2015-01-30 | 2015-05-27 | 北京交通大学 | Initial design method of tunnel engineering considering all-parameter influence |
| CN105890834A (en) * | 2015-07-30 | 2016-08-24 | 中铁建设投资集团有限公司 | Shield segment connecting screw bolt stress state detection method |
| CN108921319A (en) * | 2018-04-27 | 2018-11-30 | 中铁西南科学研究院有限公司 | A kind of monitoring method for Karst Tunnel structure safe early warning |
| CN108571328A (en) * | 2018-06-29 | 2018-09-25 | 西南交通大学 | A kind of stratum interface segment shield tunnel segment lining structure and design method |
| CN110633482A (en) * | 2019-06-03 | 2019-12-31 | 中铁二院工程集团有限责任公司 | Tunnel advanced pipe shed deformation calculation method |
| CN110633482B (en) * | 2019-06-03 | 2022-05-10 | 中铁二院工程集团有限责任公司 | Deformation calculation method for tunnel advanced pipe shed |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102425430B (en) | 2013-08-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102425430B (en) | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum | |
| Zhu et al. | Challenges and development prospects of ultra-long and ultra-deep mountain tunnels | |
| CN107067333A (en) | A kind of high altitudes and cold stability of the high and steep slope monitoring method | |
| Xu et al. | Excavation-induced microseismicity: microseismic monitoring and numerical simulation | |
| CN102561330B (en) | Integrated construction method for artificial dug pile and steel pipe concrete column | |
| Lehtonen et al. | Full-scale embankment failure test under simulated train loading | |
| Xu et al. | Soil disturbance of Shanghai silty clay during EPB tunnelling | |
| CN104035142A (en) | Early warning method for sudden gushing water danger of undersea tunnel | |
| Chen et al. | Study on the application of a comprehensive technique for geological prediction in tunneling | |
| Li et al. | Safety assessment of waste rock dump built on existing tailings ponds | |
| CN106149770A (en) | Bored concrete pile pile foundation construction period synchronizes the large-section in-situ concrete pile hole wall Rock Mass Integrality detection method carried out | |
| Amoroso | G-γ decay curves by seismic dilatometer (SDMT) | |
| Shamet et al. | Development of a point-based index for Sinkhole Vulnerability Evaluation in Central Florida’s Karst Terrain | |
| Drusa | Improvement in evaluation of neogenous soils by CPT testing | |
| CN112069575A (en) | Tunnel hidden defect lining disease analysis method based on extended finite element method | |
| Clough et al. | The development of pressuremeter testing | |
| Duman et al. | Evaluation of soil liquefaction potential index based on SPT data in the Erzincan, Eastern Turkey | |
| CN114088812B (en) | Surrounding soil vibration evaluation method for shield tunnel construction | |
| Józsa | Estimation and Separation of Preconsolidation Stress Using Triaxial,-and Oedometer Test in Kiscelli Clay | |
| CN111579351B (en) | Method for evaluating grouting support effect of tunnel and underground engineering | |
| Frank | Design of foundations in France with the use of Menard pressuremeter tests (MPM) | |
| Zangerl | Analysis of surface subsidence in crystalline rocks above the Gotthard highway tunnel, Switzerland | |
| Chen et al. | Study on the liquefaction characteristics of saturated sands by millisecond delay blasting | |
| Sack et al. | Combined parallel seismic and cone penetrometer testing of existing bridge foundations and levee sheet piles for length and capacity evaluations | |
| Zhao et al. | Rock borehole shear tests in dam foundation of Xiangjiaba hydropower station |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130828 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |