CN116562086A - Calculation method for temporary displacement of rising of underlying shield tunnel caused by foundation pit excavation - Google Patents
Calculation method for temporary displacement of rising of underlying shield tunnel caused by foundation pit excavation Download PDFInfo
- Publication number
- CN116562086A CN116562086A CN202310456275.5A CN202310456275A CN116562086A CN 116562086 A CN116562086 A CN 116562086A CN 202310456275 A CN202310456275 A CN 202310456275A CN 116562086 A CN116562086 A CN 116562086A
- Authority
- CN
- China
- Prior art keywords
- foundation pit
- tunnel
- foundation
- displacement
- excavation
- 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.)
- Pending
Links
- 238000009412 basement excavation Methods 0.000 title claims abstract description 53
- 238000006073 displacement reaction Methods 0.000 title claims abstract description 53
- 238000004364 calculation method Methods 0.000 title claims abstract description 27
- 230000000630 rising effect Effects 0.000 title claims description 11
- 239000002689 soil Substances 0.000 claims abstract description 64
- 238000000034 method Methods 0.000 claims abstract description 42
- 238000007596 consolidation process Methods 0.000 claims abstract description 41
- 230000008569 process Effects 0.000 claims abstract description 14
- 238000004458 analytical method Methods 0.000 claims abstract description 10
- 230000008878 coupling Effects 0.000 claims abstract description 5
- 238000010168 coupling process Methods 0.000 claims abstract description 5
- 238000005859 coupling reaction Methods 0.000 claims abstract description 5
- 230000003993 interaction Effects 0.000 claims abstract description 5
- 239000011159 matrix material Substances 0.000 claims description 10
- 230000035699 permeability Effects 0.000 claims description 6
- 230000002123 temporal effect Effects 0.000 claims description 6
- 238000010276 construction Methods 0.000 claims description 4
- 230000014509 gene expression Effects 0.000 claims description 4
- 230000009466 transformation Effects 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 2
- 239000004065 semiconductor Substances 0.000 claims description 2
- 238000011161 development Methods 0.000 abstract description 5
- 238000006243 chemical reaction Methods 0.000 abstract description 2
- 238000012360 testing method Methods 0.000 description 8
- 239000010410 layer Substances 0.000 description 7
- 238000011160 research Methods 0.000 description 5
- 238000005259 measurement Methods 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 230000007547 defect Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 230000036962 time dependent Effects 0.000 description 2
- 206010011985 Decubitus ulcer Diseases 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 230000000284 resting effect Effects 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 238000012108 two-stage analysis Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/02—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring length, width, or thickness
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2111/00—Details relating to CAD techniques
- G06F2111/10—Numerical modelling
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Physics & Mathematics (AREA)
- Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a calculation method for the temporary displacement of a downward shield tunnel bulge caused by foundation pit excavation, which comprises the following steps: (1) Determining the relative sizes and the relative position relation of the foundation pit and the underlying shield tunnel, establishing a coordinate system, and constructing a calculation analysis model; (2) Considering the characteristic of soil consolidation deformation in the process of tunnel-soil interaction, equivalent foundation is an elastic half-space foundation model, equivalent shield tunnel is an Euler-Bernoulli beam which is arranged in the elastic half-space, and the deformation coupling condition of the tunnel and the soil is utilized by combining the Terzaghi-render three-dimensional consolidation theory to obtain the tense solution of the uplift displacement of the underlying shield tunnel caused by foundation pit excavation. The invention does not need to determine the foundation reaction coefficient or soil shear layer parameters, and avoids the problems that the values of the parameters are complex and difficult to obtain accurately in a two-stage method; the soil consolidation deformation characteristic is fully considered, so that the uplift displacement of the underlying shield tunnel caused by foundation pit excavation can be more reasonably and accurately predicted, and the development process of the uplift displacement along with time can be more reasonably and accurately predicted.
Description
Technical Field
The invention belongs to the field of underground engineering, and particularly relates to a calculation method for the temporary displacement of a decubitus shield tunnel caused by foundation pit excavation considering the soil consolidation effect.
Background
Along with the rapid development of urban rail transit, the development of underground space adjacent to the rail transit is more and more, the situation that foundation pit excavation is carried out above a shield tunnel inevitably occurs, soil body unloading above the shield tunnel can be caused by ground foundation pit excavation, and the soil body unloading can generate additional stress and deformation to the shield tunnel, so that the shield tunnel is cracked and dislocated, and the safety of the shield tunnel structure and the subway operation safety are seriously influenced. In this regard, many domestic and foreign scholars have conducted intensive research on the deformation of existing tunnels caused by excavation unloading of foundation pits, and the main research methods are focused on three aspects of finite element simulation, experimental research and theoretical analysis. The finite element simulation can analyze the problems more comprehensively, but has the disadvantages of large workload and complex modeling; the test research often has the defects of long period and high cost, and the accuracy of the test result depends on the experience of a tester to a certain extent. Compared with finite element simulation and experimental research, the theoretical analysis method is simple, convenient and quick, and is more suitable for primary design and guiding engineering construction.
The current theoretical method for analyzing tunnel bulge deformation is mainly a two-stage method based on stress control: under the condition that a tunnel is not present, calculating additional stress at the position of the tunnel caused by excavation of the foundation pit by using Mindlin solution; the second stage applies additional stress as an external load to the tunnel and then reduces the tunnel to an Euler-Bernoulli beam or Timoshenko beam resting on a Winkler foundation model or a multiparameter foundation model to solve for the deformation response of the tunnel. The two-stage analysis method has clear thought and definite mechanical relationship, and is applied to practical engineering to a certain extent. However, the method still has some defects, for example, the values of the soil rigidity parameters in the Winkler foundation model or the multi-parameter foundation model are complex and difficult to obtain accurately, and in the process of establishing the foundation models, the characteristics of soil consolidation deformation are always ignored, and the rigidity characteristics of the soil are considered to be irrelevant to time. It is known that the nature of the deformation of the soil body due to the stress is that the soil body generates an ultra-static pore pressure under the action of an external load so as to discharge or suck pore water, and further the deformation of the soil skeleton is caused, namely the so-called consolidation effect (which refers to primary consolidation without considering secondary consolidation or creep of the soil body). Therefore, the rigidity characteristics of the foundation soil body are changed in different periods after the foundation soil body is loaded, the foundation rigidity has certain timeliness, most of existing foundation models are difficult to reflect the characteristic of deformation of the soil body, and the obtained tunnel bulge deformation is a constant value irrelevant to time. Therefore, in order to more fully reflect the deformation behavior of the soil body and obtain more reasonable bulging deformation of the underlying tunnel, the characteristics of consolidation deformation of the soil body should be very necessary to be considered in the analysis of the foundation model.
Disclosure of Invention
Aiming at the defects of the prior theoretical calculation method, the invention provides a calculation method for the temporary displacement of the rising of the underlying shield tunnel caused by foundation pit excavation, considers the characteristic of soil consolidation deformation, and can more accurately and reasonably predict the rising displacement of the underlying tunnel and the development process of the rising displacement along with time.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a calculation method for the temporary displacement of a downward shield tunnel caused by foundation pit excavation comprises the following steps:
(1) Determining the relative sizes and the relative position relation of the foundation pit and the underlying shield tunnel, establishing a coordinate system, and constructing a calculation analysis model;
(2) Considering the characteristic of soil consolidation deformation in the process of tunnel-soil interaction, equivalent foundation is an elastic half-space foundation model, equivalent shield tunnel is an Euler-Bernoulli beam which is arranged in the elastic half-space, and the deformation coupling condition of the tunnel and the soil is utilized by combining the Terzaghi-render three-dimensional consolidation theory to obtain the tense solution of the uplift displacement of the underlying shield tunnel caused by foundation pit excavation;
the expression of the temporal displacement of the rising of the underlying shield tunnel caused by foundation pit excavation is as follows:
{w} t ＝([I]+[δ] t [D][K]) -1 {s} t
in { w } t The displacement column vector is the uplift displacement column vector of the tunnel at the moment t; [ I ]]Is a unit matrix; [ delta ]] t The flexibility matrix of the elastic semi-space foundation at the moment t is obtained by solving the three-dimensional consolidation theory of Terzaghi-render; { s }, a method of manufacturing a semiconductor device t Solving a vertical displacement column vector of a soil body t moment at a tunnel position caused by foundation pit excavation by combining with a Terzaghi-render three-dimensional consolidation theory; [ K ]]、[D]The expressions of the matrix are respectively:
EI is the equivalent bending stiffness of the tunnel; h is the step length of dividing tunnel nodes according to a finite difference method; n+1 is the number of tunnel nodes; d is the outer diameter of the tunnel.
According to the above scheme, in the step (1), the calculation and analysis model construction process includes: taking the center o of the foundation pit as an origin, taking the length direction of the foundation pit as a y axis and taking the width direction as an x axis to establish an xoy coordinate system; a perpendicular line of a tunnel axis is drawn from the center o of the foundation pit, the foot o 'is taken as an original point, and an o' xi coordinate system is built by taking the tunnel axis as a xi axis; the included angle between the x axis and the xi axis is theta, the length of oo' is d, and the transformation formula between the two coordinate systems is as follows:
according to the scheme, the flexibility matrix [ delta ] of the elastic half-space foundation at the moment t] t The method comprises the following steps:
the elements in the compliance matrix are calculated using the following formula:
δ ij ＝w 1 (r ij ,0,z 0 )-w 1 (r ij ,0,H)-g 1 (r ij ,0,z 0 ,t)
wherein w is 1 (x, y, z) is the final vertical displacement of the foundation calculated using Mindlin solution; g 1 (x, y, z, t) is foundation consolidation displacement, and is calculated according to a Terzaghi-render three-dimensional consolidation theory; r is (r) ij ＝|j-ih(i,j＝0,1,2,…,n)；z 0 The vertical distance from the tunnel axis to the bottom surface of the foundation pit; h is unloading influence depth, and the ratio of the vertical additional stress of the foundation caused by excavation to the effective dead weight stress is 0.1.
According to the scheme, the foundation is finally vertically displaced w 1 (x, y, z) using Mindlin solution calculations:
wherein E is the rebound modulus under the effective stress condition of the foundation soil body, and mu is the Poisson ratio under the effective stress condition of the foundation soil body;(x, y, z) is the calculated point coordinates, (α, β, z) 0 ) Is the coordinates of the load point.
According to the scheme, the foundation consolidation displacement g 1 (x, y, z, t) is calculated according to Terzaghi-render three-dimensional consolidation theory:
wherein C is v For consolidation coefficient, tableShown asWhere k is the soil permeability coefficient, gamma w Is the volume weight of water; />As a function of the probability error.
According to the scheme, the vertical displacement column vector { s } of the soil body t moment at the tunnel position caused by foundation pit excavation t The method comprises the following steps:
element s in vector i The following formula was used for calculation:
s i (x,y,z 0 ,t)＝w 2 (x,y,z 0 )-w 2 (x,y,H)-g 2 (x,y,z 0 ,t)
wherein w is 2 (x, y, z) is the final vertical displacement of the soil body at the z position caused by excavation of the foundation pit calculated by Mindlin solution; g 2 (x, y, z, t) is the consolidation displacement of the soil body at the z position caused by foundation pit excavation, and is calculated according to the Terzaghi-render three-dimensional consolidation theory; (x, y) is the coordinate of the tunnel node i in the xoy coordinate system, and is obtained by a transformation formula between the xoy coordinate system and the o' ζ coordinate system.
According to the scheme, the final vertical displacement w of the soil body at the z position caused by excavation of the foundation pit 2 (x, y, z) using Mindlin solution calculations:
wherein L, B and c are the length, width and depth of the foundation pit respectively; gamma is the average volume weight of the soil body in the excavation depth range of the foundation pit;
according to the scheme, the consolidation displacement g of the soil body at the z position caused by excavation of the foundation pit 2 (x, y, z, t) according to Terzaghi-render three-dimensional consolidation theory calculation:
in the method, in the process of the invention,
compared with the prior art, the invention has the beneficial effects that:
1. according to the method, the elastic half-space foundation model is adopted for analysis, foundation reaction coefficients or soil shear layer parameters are not required to be determined in the calculation process, the problems that the values of the parameters are complex and difficult to obtain accurately in a two-stage method are avoided, and engineering application is facilitated;
2. equivalent the lower lying shield tunnel as an Euler-Bernoulli beam in an elastic half-space foundation, fully considering the soil consolidation deformation characteristic in the process of tunnel-soil interaction, more accurately reflecting the time-dependent characteristic of soil deformation and obtaining the result which more accords with the actual bulging deformation of the lower lying tunnel and the time-dependent change of the bulging deformation; by combining the foundation pit excavation time sequence, the rising amount of the lying tunnel and the process of the rising amount along with the time change can be accurately predicted.
Drawings
FIG. 1 is a plan view of the relative positions of a foundation pit and a tunnel in an example of the invention;
FIG. 2 is a longitudinal section view of the relative positions of a foundation pit and a tunnel in an example of the present invention;
FIG. 3 is a diagram of relative positions of a foundation pit and a tunnel and placement of monitoring points in an example of the invention;
FIG. 4 is a graph showing the comparison between the calculated displacement of the left tunnel ridge and measured data;
fig. 5 is a graph comparing the calculated right tunnel ridge displacement with measured data in the embodiment of the present invention.
Detailed Description
The following detailed description of specific embodiments of the invention refers to the accompanying drawings and examples.
According to the calculation method for the temporary displacement of the underlying shield tunnel caused by foundation pit excavation, provided by the invention, the characteristic of soil consolidation deformation in the process of tunnel-soil interaction is considered, the foundation is equivalent to an elastic half-space foundation model, the shield tunnel is equivalent to an Euler-Bernoulli beam which is arranged in the elastic half-space, and the deformation coupling condition of the tunnel and the soil is utilized by combining the Terzaghi-render three-dimensional consolidation theory, so that the temporary solution of the underlying shield tunnel caused by foundation pit excavation is obtained.
Examples: the underground space utilization engineering of a certain city is arranged above a certain section tunnel and is laid approximately parallel to the section tunnel along the line, the underground multi-span single-layer rectangular structure is formed, the total length of the main structure is 811.2m, the standard section width of the main foundation pit is 28.8m, and the depth of the foundation pit is 8.6-10.5 m. Aiming at uncertainty of the bulge of a stratum and an interval tunnel under the foundation pit excavation unloading caused by foundation pit excavation unloading, a section of foundation pit range is selected as a test section before the project construction. And determining the size parameters of the foundation pit of the test section and the size parameters of the underlying shield tunnel, and constructing a calculation analysis model according to the relative position relation of the foundation pit of the test section and the underlying shield tunnel, as shown in figures 1-2. Taking the center o of the foundation pit as an origin, taking the length direction of the foundation pit as a y axis and taking the width direction as an x axis to establish an xoy coordinate system; a perpendicular line of a tunnel axis is drawn from the center o of the foundation pit, the foot o 'is taken as an original point, and an o' xi coordinate system is built by taking the tunnel axis as a xi axis; the included angle between the x axis and the xi axis is theta, and the length of oo' is d. The length L=20m, the width B=29.4m, the excavation depth c=9m of the foundation pit of the test section, the vertical distance z from the tunnel axis to the foundation pit bottom surface 0 =9.15m, tunnel outside diameter d=6m, inside diameter 5.4m, tunnel equivalent bending stiffness ei=1.76×10 5 MN·m 2 . The calculation assumes: the tunnel is tightly contacted with surrounding soil body, so that interface sliding does not occur; only the influence of elastic deformation is considered; foundation pit excavation is completed instantaneously and once; the permeability coefficient of the foundation is the same in all directions,and remains unchanged during the consolidation process; irrespective of the effect of precipitation. The relative positions of the tunnel and the foundation pit and the positions of part of monitoring points are shown in fig. 3. Soil layer parameters for the field range are shown in table 1. Before the foundation pit of the test section is excavated, the soil layer of the powdery clay (soft plastic) below the pit bottom is subjected to rotary grouting reinforcement, and the reinforcement depth is 3m below the pit bottom. And calculating the rebound modulus E and the Poisson ratio mu of the whole foundation soil body under the effective stress condition according to the weighted average value of each soil layer, wherein the rebound modulus E is 4 times of the compression modulus, and finally obtaining the foundation rebound modulus E of 96MPa and the Poisson ratio mu of 0.27 under the condition of comprehensive soil body reinforcement. In addition, the permeability coefficient of the soil layer of the powdery clay (soft plastic) is calculated, and the permeability coefficient is reduced due to grouting reinforcement of the soil layer, so that the permeability coefficient k is calculated to be 0.0015m/day. The full section excavation of the foundation pit in the test section range is completed approximately in 27 days, and the foundation pit bottom plate at one side close to the left line tunnel is mostly poured.
Table 1 field soil layer parameters
The method of the invention is utilized to equivalent the foundation to an elastic half-space foundation model, equivalent the shield tunnel to an Euler-Bernoulli beam is arranged in the elastic half-space, and the deformation coupling condition of the tunnel and the soil body is utilized by combining the Terzaghi-render three-dimensional consolidation theory, so as to obtain the tense solution of the uplift displacement of the underlying shield tunnel caused by foundation pit excavation. When the uplift deformation of the foundation pit excavation pair lying left and right shield tunnels is calculated, the required relevant parameters are determined according to the information in the case, and then the tunnels are divided into n+1 tunnel nodes according to the step length h=2.5m by a finite difference method. The tunnel bulge deformation at the monitoring point 65 calculated by the method is compared with engineering field actual measurement data, and the results are shown in fig. 4 and 5.
As can be seen from fig. 4 to fig. 5, at the time point (about day 27) when the full-section excavation of the foundation pit is completed, the left and right tunnel ridge displacements calculated by the method of the present invention are substantially identical to the actual measurement data, and the development trend of the right tunnel ridge displacement calculated by the method of the present invention is almost identical to the actual measurement data within a period of time (about day 27 to about day 35) after the excavation of the foundation pit is completed, and the left tunnel ridge displacement is slightly different from the actual measurement data, because most of pouring is completed on the foundation pit bottom plate near the left side when the full-section excavation of the foundation pit is completed at day 27, which is not considered in the calculation of the method of the present invention. In general, the theoretical calculation method provided by the invention has certain accuracy and applicability.
The invention is not limited to the use in the description and the embodiments, but is subject to various corresponding changes and modifications according to the invention, which are intended to be included in the scope of the claims of the present invention, for a person skilled in the art.
Claims (8)
1. The calculation method for the temporary displacement of the rising of the underlying shield tunnel caused by foundation pit excavation is characterized by comprising the following steps:
(1) Determining the relative sizes and the relative position relation of the foundation pit and the underlying shield tunnel, establishing a coordinate system, and constructing a calculation analysis model;
(2) Considering the characteristic of soil consolidation deformation in the process of tunnel-soil interaction, equivalent foundation is an elastic half-space foundation model, equivalent shield tunnel is an Euler-Bernoulli beam which is arranged in the elastic half-space, and the deformation coupling condition of the tunnel and the soil is utilized by combining the Terzaghi-render three-dimensional consolidation theory to obtain the tense solution of the uplift displacement of the underlying shield tunnel caused by foundation pit excavation;
the expression of the temporal displacement of the rising of the underlying shield tunnel caused by the excavation of the foundation pit is as follows:
{w} t ＝([I]+[δ] t [D][K]) -1 {s} t
in { w } t The displacement column vector is the uplift displacement column vector of the tunnel at the moment t; [ I ]]Is a unit matrix; [ delta ]] t The flexibility matrix of the elastic semi-space foundation at the moment t is obtained by solving the three-dimensional consolidation theory of Terzaghi-render; { s }, a method of manufacturing a semiconductor device t Vertical direction at moment of soil body t at tunnel position caused by foundation pit excavation obtained by combining with Terzaghi-render three-dimensional consolidation theory solutionA displacement column vector; [ K ]]、[D]The expressions of the matrix are respectively:
EI is the equivalent bending stiffness of the tunnel; h is the step length of dividing tunnel nodes according to a finite difference method; n+1 is the number of tunnel nodes; d is the outer diameter of the tunnel.
2. The method for calculating the temporal displacement of the foundation pit excavation for causing the lifting of the underlying shield tunnel according to claim 1, wherein in the step (1), the calculation and analysis model construction process comprises: taking the center o of the foundation pit as an origin, taking the length direction of the foundation pit as a y axis and taking the width direction as an x axis to establish an xoy coordinate system; a perpendicular line of a tunnel axis is drawn from the center o of the foundation pit, the foot o 'is taken as an original point, and an o' xi coordinate system is built by taking the tunnel axis as a xi axis; the included angle between the x axis and the xi axis is theta, the length of oo' is d, and the transformation formula between the two coordinate systems is as follows:
。
3. the method for calculating the moment displacement of the foundation pit excavation caused by the rising of the underlying shield tunnel according to claim 1, wherein the flexibility matrix [ delta ] of the elastic half-space foundation at the moment t] t The method comprises the following steps:
the elements in the compliance matrix are calculated using the following formula:
δ ij ＝w 1 (r ij ,0,z 0 )-w 1 (r ij ,0,H)-g 1 (r ij ,0,z 0 ,t)
wherein w is 1 (x, y, z) is the final vertical displacement of the foundation calculated using Mindlin solution; g 1 (x, y, z, t) is foundation consolidation displacement, and is calculated according to a Terzaghi-render three-dimensional consolidation theory; r is (r) ij ＝|j-i|h(i,j＝0,1,2,,n)；z 0 The vertical distance from the tunnel axis to the bottom surface of the foundation pit; h is unloading influence depth, and the ratio of the vertical additional stress of the foundation caused by excavation to the effective dead weight stress is 0.1.
4. A method of calculating the temporal displacement of the foundation pit excavation leading to the lifting of a lying shield tunnel according to claim 3, wherein the final vertical displacement w of the foundation 1 (x, y, z) using Mindlin solution calculations:
wherein E is the rebound modulus under the effective stress condition of the foundation soil body, and mu is the Poisson ratio under the effective stress condition of the foundation soil body;(x, y, z) is the calculated point coordinates, (α, β, z) 0 ) Is the coordinates of the load point.
5. A method for calculating a temporary displacement of a foundation pit excavation leading to a lifting of a lying shield tunnel according to claim 3, wherein the foundation consolidation displacement g 1 (x, y, z, t) is calculated according to Terzaghi-render three-dimensional consolidation theory:
wherein C is v Is a consolidation coefficient, expressed asWhere k is the soil permeability coefficient, gamma w Is the volume weight of water;as a function of the probability error.
6. The method for calculating the temporal displacement of the elevation of the underlying shield tunnel caused by the excavation of the foundation pit according to claim 1, wherein the vertical displacement column vector { s }, at the moment t, of the soil body at the tunnel position caused by the excavation of the foundation pit t The method comprises the following steps:
element s in vector i The following formula was used for calculation:
s i (x,y,z 0 ,t)＝w 2 (x,y,z 0 )-w 2 (x,y,H)-g 2 (x,y,z 0 ,t)
wherein w is 2 (x, y, z) is the final vertical displacement of the soil body at the z position caused by excavation of the foundation pit calculated by Mindlin solution; g 2 (x, y, z, t) is the consolidation displacement of the soil body at the z position caused by foundation pit excavation, and is calculated according to the Terzaghi-render three-dimensional consolidation theory; (x, y) is the coordinate of the tunnel node i in the xoy coordinate system, and is obtained by a transformation formula between the xoy coordinate system and the o' ζ coordinate system.
7. The foundation pit excavation-induced underlying shield tunnel of claim 6The calculation method of the uplift temporal displacement is characterized in that the final vertical displacement w of the soil body at the z position caused by the excavation of the foundation pit 2 (x, y, z) using Mindlin solution calculations:
wherein L, B and c are the length, width and depth of the foundation pit respectively; gamma is the average volume weight of the soil body in the excavation depth range of the foundation pit;
8. the method for calculating the temporary displacement of the elevation of the underlying shield tunnel caused by the excavation of the foundation pit according to claim 6, wherein the consolidation displacement g of the soil body at the z position caused by the excavation of the foundation pit 2 (x, y, z, t) is calculated according to Terzaghi-render three-dimensional consolidation theory:
in the method, in the process of the invention,
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310456275.5A CN116562086A (en) | 2023-04-25 | 2023-04-25 | Calculation method for temporary displacement of rising of underlying shield tunnel caused by foundation pit excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310456275.5A CN116562086A (en) | 2023-04-25 | 2023-04-25 | Calculation method for temporary displacement of rising of underlying shield tunnel caused by foundation pit excavation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN116562086A true CN116562086A (en) | 2023-08-08 |
Family
ID=87495732
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310456275.5A Pending CN116562086A (en) | 2023-04-25 | 2023-04-25 | Calculation method for temporary displacement of rising of underlying shield tunnel caused by foundation pit excavation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116562086A (en) |
-
2023
- 2023-04-25 CN CN202310456275.5A patent/CN116562086A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104328776B (en) | A kind of method predicting that the soil body and surrounding enviroment are affected by power dynamic compaction tool | |
| CN115167212B (en) | Dynamic construction control system and method for foundation pit based on monitoring platform | |
| CN104989456A (en) | Large-span underground construction surrounding rock excavation stability monitoring and early warning method | |
| CN110727985B (en) | Prediction method for vertical deformation of existing subway tunnel adjacent to foundation pit engineering | |
| CN111553101B (en) | Tunnel excavation overlying strata cracking prediction method and surrounding rock supporting method | |
| CN112035939B (en) | Rock-soil body parameter random field modeling method for double-side-wall pilot tunnel | |
| CN106198266A (en) | A kind of overlength bar is heavy, superduty circular cone dynamic sounding blow counts modification method | |
| Zhang et al. | Deformation analysis of tunnel excavation below existing pipelines in multi‐layered soils based on displacement controlled coupling numerical method | |
| CN114218816B (en) | Calculation method for longitudinal maximum displacement of underlying subway tunnel caused by foundation pit excavation | |
| Lai et al. | A new method for predicting ground settlement caused by twin-tunneling under-crossing an existing tunnel | |
| CN115470550A (en) | Method for calculating uplift displacement of lower horizontal tunnel caused by excavation of layered foundation pit | |
| CN111539052B (en) | Method for formulating settlement control standard of close-distance downward-penetrating pipe-jacking tunnel in subway shield interval | |
| CN106682267A (en) | Calculation method of pipe joint hoop strain of tide load sinking pipe tunnel | |
| CN110263448A (en) | A kind of prediction technique that twin tunnel excavation influences neighbouring geographical pipeline | |
| CN116562086A (en) | Calculation method for temporary displacement of rising of underlying shield tunnel caused by foundation pit excavation | |
| CN106777556A (en) | A kind of spacial analytical method for assessing slope excavating phase stable state | |
| Huang et al. | On the simplified method for evaluating tunnel response due to overlying foundation pit excavation | |
| CN114970159A (en) | Method for calculating lateral deformation of diaphragm wall by adopting three-order shear deformation plate theory | |
| CN114595642B (en) | Simplified analysis method for soil slope stability considering rainfall infiltration influence | |
| CN112329287A (en) | P-y curve Bayes learning method based on test pile monitoring data | |
| CN117034803B (en) | Loess subgrade grouting blind area calculation method, device, equipment and medium | |
| CN103438860B (en) | Maximum sedimentation value of electric tunnel shield construction ground surface Forecasting Methodology | |
| CN112780285B (en) | Method and device for dynamically adjusting excavation construction of high side wall of subway station | |
| Hsu et al. | Normalized analysis of deformation for deep excavation diaphragm walls under different neighboring building conditions | |
| CN116227267A (en) | Method for predicting displacement of foundation pit excavation influence area and existing tunnel outside pit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |