CN117034399A - Shield tunnel soil pressure calculation method based on stratum deformation characteristics - Google Patents
Shield tunnel soil pressure calculation method based on stratum deformation characteristics Download PDFInfo
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Abstract
The invention relates to a shield tunnel soil pressure calculation method based on stratum deformation characteristics, which comprises three steps of damage state pre-judgment, surrounding rock pressure calculation, data statistics and the like. The technical scheme has the advantages that the complex pressure sensor is not installed during the construction of the shield tunnel, the actual soil pressure of the shield tunnel is calculated through the earth surface subsidence data which must be monitored during the construction of the shield tunnel, and the actual stress state of the shield tunnel is estimated.
Description
Technical Field
The invention relates to a shield tunnel earth pressure calculation method based on stratum deformation characteristics, and belongs to the technical field of engineering construction.
Background
The pressure of surrounding rock (soil pressure) of a tunnel is taken as one of the most important parameters of tunnel design as the main load to be born by tunnel lining, but due to the complexity of stratum geological conditions and the diversity of tunnel section forms, a plurality of surrounding rock pressure calculation methods exist, and the methods are limited by subjective and objective factors such as geological background, engineering experience and the like, so that the obtained results have larger difference. At present, the surrounding rock pressure calculation of the shield tunnel is mainly used in the design stage of the shield tunnel, and a full earth column method and a Terzaghi limit soil pressure formula are adopted for calculation according to different buried depths of the shield tunnel. For the constructed shield tunnel, the surrounding rock pressure is closely related to the stratum deformation degree, and is limited by the complexity of the shield construction site condition and the limitation of the existing measuring equipment, so that the soil pressure value is difficult to measure, and the actual stress condition of the shield tunnel is influenced.
Therefore, a method for calculating the earth pressure of the shield tunnel based on the stratum deformation characteristics caused by the shield tunnel excavation is needed to meet the actual use requirements.
Disclosure of Invention
In order to solve the defects in the prior art, the invention provides a shield tunnel soil pressure calculation method based on stratum deformation characteristics.
A shield tunnel soil pressure calculation method based on stratum deformation characteristics comprises the following steps:
s1, prejudging a damage state, calculating the maximum displacement of a vault of the shield tunnel based on the burial depth of the shield tunnel and earth surface subsidence data during the construction period of the shield tunnel, and judging whether a stratum above the shield tunnel is in a limit damage state according to the relative displacement of the vault;
s2, calculating surrounding rock pressure, setting whether stratum above the shield tunnel is in a limit damage state or not based on the data collected in the S1 after the S1 is completed, and carrying out corresponding data calculation according to a judgment result, wherein:
when the stratum above the shield tunnel is in a limit damage state, calculating the surrounding rock pressure of the shield tunnel by adopting a Terzaghi limit soil pressure formula;
if the stratum above the shield tunnel is in a non-limit damage state, calculating the surrounding rock pressure of the shield tunnel by adopting an incomplete arch effect soil pressure calculation formula;
and S3, data statistics, namely after the step S2 is completed, carrying out statistics and summarization on the calculated data of the stratum above the shield tunnel.
Further, in the step S1, when the tunnel is pre-determined, the tunnel length is at least 5 times of the maximum size of the tunnel cross section, meanwhile, the earth surface subsidence test line should be perpendicular to the tunneling direction of the shield tunnel, the earth surface subsidence caused by excavation should conform to the peck subsidence curve, and the maximum subsidence observation point is located right above the shield tunnel.
Further, in the step S1, the shield tunnel vault displacement S is calculated according to the earth surface subsidence data, and the calculation function is as follows:
wherein S is max (0) The maximum settlement amount of the earth surface right above the shield tunnel is obtained; z 0 The method comprises the steps of burying the shield tunnel axis; z is the burial depth of the vault of the shield tunnel;
further, in the step S1 and the step S2, when the state of whether the shield tunnel is in the limit damage state is performed, the calculation result of the shield tunnel vault displacement is:
the relative displacement (S/D) of the vault is larger than 1%, and the earth surface sedimentation rate exceeds an early warning value specified by the construction specification, and then the vault stratum is judged to be in a limit damage state;
and (3) determining that the dome stratum is in a non-limit damage state when the dome relative displacement (S/D) is smaller than 1%.
Further, in the step S2, if the dome stratum is in a limit damage state, calculating the earth pressure of the shield tunnel by adopting a Terzaghi formula, wherein the calculation formula is as follows:
in sigma v The vertical earth pressure of the tunnel vault; gamma is the average volume weight of the overlying soil body; h is the thickness of the stratum covered on the shield tunnel; k is a lateral soil pressure coefficient, and the value is 1.0-1.5;is the internal friction angle of the overlying soil body; c is the cohesive force of the upper soil covering body; b (B) t For limiting the width of the loose zone->D is the outer diameter of the shield tunnel.
Further, in the step S2, when the stratum above the shield tunnel is in a non-limit damage state, the method for calculating the surrounding rock pressure of the shield tunnel includes the following steps:
firstly, after the shield tunnel is excavated, surrounding the shield tunnelBefore the upper soil body does not reach the limit damage state, the potential shear surface is continuously close to the limit shear surface position, and the width of the shear surface is equal to the width B of the limit loosening area t ；
The second step is based on the vault subsidence s and the shearing face width B of the shield tunnel t The maximum principal stress deflection angle beta is calculated, and the calculation formula is as follows:
third, for viscous formations, internal friction angleThe modified integrated internal friction angle should be used>The calculation formula is as follows:
fourthly, when the shield tunnel is positioned in weak viscous stratum such as sandy soil, sandy pebble and the like, the calculation formula of surrounding rock pressure of the shield tunnel is as follows:
in the method, in the process of the invention,k a is an active soil pressure coefficient->K is the earth side pressure coefficient in the incomplete arch effect state, < > in->
When the shield tunnel is positioned in the viscous stratum, the calculation formula of the surrounding rock pressure of the shield tunnel is as follows:
the technical scheme has the advantages that the complex pressure sensor is not installed during the construction of the shield tunnel, the actual soil pressure of the shield tunnel is calculated through the earth surface subsidence data which must be monitored during the construction of the shield tunnel, and the actual stress state of the shield tunnel is estimated.
Drawings
The invention is described in detail below with reference to the drawings and the detailed description;
FIG. 1 is a schematic flow chart of the method of the present invention;
FIG. 2 is a schematic diagram of calculation of the earth pressure of a shield tunnel in a limit damage state in the invention;
FIG. 3 is a schematic view of the calculation of the principal stress deflection angle β in the present invention;
FIG. 4 is a schematic diagram of calculation of the earth pressure of a shield tunnel in a non-limit damage state in the invention;
FIG. 5 is a numerical model diagram of a shield tunnel according to the present invention;
FIG. 6 is a graph showing the comparison of the numerical solutions with the theoretical calculation results under different cohesion forces according to the present invention;
FIG. 7 is a cross-sectional view of a monitored section in case verification in accordance with the present invention;
FIG. 8 is a graph showing the results of verification of dome pressure versus dome displacement for the present invention;
fig. 9 is a schematic diagram of spatial position relationship distribution of a newly built tunnel and an equivalent floor arch.
Detailed Description
In order to facilitate the construction of the technical means, the creation characteristics, the achievement of the purposes and the effects of the invention, the invention is further described below with reference to the specific embodiments.
As shown in fig. 1-9, a method for calculating the earth pressure of a shield tunnel based on stratum deformation characteristics comprises the following steps:
s1, prejudging a damage state, calculating the maximum displacement of a vault of the shield tunnel based on the burial depth of the shield tunnel and earth surface subsidence data during the construction period of the shield tunnel, and judging whether a stratum above the shield tunnel is in a limit damage state according to the relative displacement of the vault;
s2, calculating surrounding rock pressure, setting whether stratum above the shield tunnel is in a limit damage state or not based on the data collected in the S1 after the S1 is completed, and carrying out corresponding data calculation according to a judgment result, wherein:
when the stratum above the shield tunnel is in a limit damage state, calculating the surrounding rock pressure of the shield tunnel by adopting a Terzaghi limit soil pressure formula;
if the stratum above the shield tunnel is in a non-limit damage state, calculating the surrounding rock pressure of the shield tunnel by adopting an incomplete arch effect soil pressure calculation formula;
and S3, data statistics, namely after the step S2 is completed, carrying out statistics and summarization on the calculated data of the stratum above the shield tunnel.
Further, in the step S1, when the tunnel is pre-determined, the tunnel length is at least 5 times of the maximum size of the tunnel cross section, meanwhile, the earth surface subsidence test line should be perpendicular to the tunneling direction of the shield tunnel, the earth surface subsidence caused by excavation should conform to the peck subsidence curve, and the maximum subsidence observation point is located right above the shield tunnel.
Specifically, for weak viscous strata such as sandy soil and sandy pebbles, the cohesive force can be neglected, and in the step S1, the arch crown displacement S of the shield tunnel is calculated according to earth surface subsidence data, and the calculation function is as follows:
wherein z is 0 The maximum settlement amount of the earth surface right above the shield tunnel is obtained; z is the burial depth of the vault of the shield tunnel;
further, in the step S1 and the step S2, when the state of whether the shield tunnel is in the limit damage state is performed, the calculation result of the shield tunnel vault displacement is:
the relative displacement (S/D) of the vault is larger than 1%, and the earth surface sedimentation rate is rapidly increased, so that the vault stratum is judged to be in a limit damage state;
and (3) determining that the dome stratum is in a non-limit damage state when the dome relative displacement (S/D) is smaller than 1%.
Further, in the step S2, if the dome stratum is in a limit damage state, calculating the earth pressure of the shield tunnel by adopting a Terzaghi formula, wherein the calculation formula is as follows:
in sigma v The vertical earth pressure of the tunnel vault; gamma is the average volume weight of the overlying soil body; h is the thickness of the stratum covered on the shield tunnel; k is a lateral soil pressure coefficient, and the value is 1.0-1.5;is the internal friction angle of the overlying soil body; c is the cohesive force of the upper soil covering body; b (B) t For limiting the width of the loose zone->D is the outer diameter of the shield tunnel.
Further, in the step S2, when the stratum above the shield tunnel is in a non-limit damage state, the method for calculating the surrounding rock pressure of the shield tunnel includes the following steps:
firstly, after the shield tunnel is excavated, along with surrounding rock deformation, before the upper soil body does not reach the limit damage state, the potential shearing surface is continuously close to the limit shearing surface position, and the shearing surface width is assumed to be equal to the limit loosening area width B t ；
The second step is based on the vault subsidence s and the shearing face width B of the shield tunnel t The maximum principal stress deflection angle beta is calculated, and the calculation formula is as follows:
third, for viscous formations, internal friction angleThe modified integrated internal friction angle should be used>The calculation formula is as follows:
fourthly, when the shield tunnel is positioned in weak viscous stratum such as sandy soil, sandy pebble and the like, the calculation formula of surrounding rock pressure of the shield tunnel is as follows:
in the method, in the process of the invention,k a is an active soil pressure coefficient; b (B) t Is the width of the shearing surface;
when the shield tunnel is positioned in viscous stratum such as loess and silt, the calculation formula of the surrounding rock pressure of the shield tunnel is as follows:
for better understanding of the description of the present invention, the technical content related to the present invention will be described with reference to specific engineering implementation procedures:
when the technical content described in the invention is utilized to calculate the earth pressure of the shield tunnel based on stratum deformation characteristics, the concrete construction steps are as follows:
1. and judging the stratum stress state of the vault of the shield tunnel.
Ground caused by shield tunnel excavationThe stratum is deformed, stratum stress is redistributed, and surrounding rock pressure born by the shield tunnel is related to stratum deformation degree. According to the arch development rule of the tunnel stratum, in the small deformation state of the arch stratum, the stratum is in an incomplete arch effect state, as the arch displacement increases, the arch stratum starts to be sheared and damaged, a shearing sliding belt rapidly develops upwards to the ground surface, and the arch stratum is in a limit damage state, so that the stress state of the arch stratum can be judged through the relative size of the tunnel arch displacement. According to the research on stratum subsidence, the shape of the subsidence tank of the earth surface and any stratum below the earth surface caused by tunnel excavation accords with normal distribution, and the maximum subsidence displacement S of the earth surface above the shield tunnel is obtained max (0) The corresponding tunnel vault displacement S can be calculated, and the calculation formula is as follows:
calculating the relative arch displacement (S/D) according to the tunnel arch displacement S, and judging that the arch stratum is in a non-limit damage state if the relative arch displacement is less than 1%; and if the relative displacement of the vault is greater than 1%, judging that the vault stratum is in a limit fracture state.
2. Calculation of shield tunnel earth pressure under limit damage state
For the shield tunnel with the vault stratum in the limit damage state, a Terzaghi formula is adopted to calculate the soil pressure of the shield tunnel, and the calculation formula is as follows:
in sigma v The vertical earth pressure of the tunnel vault; gamma is the average volume weight of the overlying soil body; h is the thickness of the stratum covered on the shield tunnel; k is a lateral soil pressure coefficient, and the value is 1.0-1.5;is the internal friction angle of the overlying soil body; c is the cohesive force of the upper soil covering body; b (B) t For limiting the width of the loose zone->D is the outer diameter of the shield tunnel.
3. Calculation of shield tunnel earth pressure under non-limit damage state
And (5) for the shield tunnel with the dome stratum in a non-limit damage state. Calculating a maximum principal stress deflection angle beta based on the vault displacement S obtained in the step 1, wherein a calculation formula is as follows:
if the shield tunnel is positioned in weak viscous stratum such as sandy soil, sandy pebble and the like, the cohesive force of the stratum is considered to be negligible, and the calculation formula of the soil pressure of the shield tunnel is as follows:
in the method, in the process of the invention,k a is an active soil pressure coefficient->K is the earth side pressure coefficient in the incomplete arch effect state, < > in->
If the shield tunnel is positioned in viscous stratum such as loess, silt and the like, the internal friction angle of the stratum adopts a comprehensive internal friction angle, and the comprehensive internal friction angle is based on the coordinate system equivalent conversion principleThe calculation formula of (2) is as follows:
by using a comprehensive internal friction angleThe calculation formula of the surrounding rock pressure of the shield tunnel in the viscous stratum is as follows:
the validation of the methods herein was performed using a finite element method.
A numerical model of shield tunnel excavation is built, the width of the model is 60m, the height of the model is 50m, the excavation section is circular, the outer diameter of a lining ring is 6.0m, the lining thickness is 0.3m, and meanwhile, a circle of ring with the thickness of 0.1m is built outside the lining ring to simulate a shield tail gap caused by overexcavation. The thickness of the tunnel earthing is 2 times of the tunnel excavation span 12m. The excavation model adopts displacement boundary condition to set up: the left boundary of the model adopts a plane symmetry fixed boundary condition (U1=UR2=UR3=0) perpendicular to the X axis, the right side of the model fixes displacement in the X axis direction (U1=0), the lower boundary of the model fixes displacement in the X axis direction and the Y axis direction (U1=U2=0), and the upper boundary is a free surface.
The physical and mechanical parameters of the soil body in the model are as follows
The cohesive force of the soil body is changed, shear damage begins to appear in stratum at the upper part of the shield tunnel in the model to serve as a critical point of stratum limit damage and non-limit damage, stratum deformation data and shield tunnel soil pressure data in the model at the moment are selected to be compared with theoretical calculation results set forth in the text. The theoretical calculation result and the numerical simulation result show better consistency.
The validation of the methods herein was performed using engineering cases.
The excavation length of a certain tunnel shield segment is 1275m, a slurry balance type shield machine is adopted for tunneling, the outer diameter of the shield tunnel is 14.93m, the outer diameter of the segment ring is 14.5m, and the inner diameter is 13.3m. And a monitoring section is arranged in the tunneling direction of the shield tunnel, a flexible soil pressure gauge is arranged outside a ring pipe piece of the monitoring section and used for monitoring the soil pressure at the pipe piece, and a geological cross section diagram is monitored at the section. And according to the actual measurement result of the vault soil pressure, the vault soil pressure at the monitoring section after the shield tunnel construction is completed is about 160kPa.
And under the condition that the relative vault displacement is less than 1%, calculating the earth pressure of the shield tunnel by adopting the method. When the theoretically calculated soil pressure is 160kPa, the corresponding dome displacement is 26mm. According to the on-site actual measurement result, the maximum subsidence of the on-site earth surface obtained near the monitoring section is 14.3mm, the vault displacement obtained by back calculation according to the formula is 20mm, and the theoretical calculation is more consistent with the on-site actual measurement.
For the obtained earth pressure of the shield tunnel, the equivalent stratum arch height h can be further obtained according to a formula eq And (3) constructing the existing shield tunnel by penetrating through the tunnel, and selecting a corresponding deformation model to predict the longitudinal deformation of the existing shield tunnel according to the spatial position relation between the newly-built tunnel and the equivalent stratum arch. The newly built tunnel passes through the existing shield tunnel at the upper part of the equivalent stratum arch boundary, and the counterforce of the upper foundation received by the shield tunnel is continuous; the newly built tunnel passes through the existing shield tunnel at the lower part of the equivalent stratum arch boundary, so that the discontinuous distribution of the counterforce of the upper foundation received by the shield tunnel is caused. The specific calculation formula is as follows:
the technical scheme has the advantages that the complex pressure sensor is not installed during the construction of the shield tunnel, the actual soil pressure of the shield tunnel is calculated through the earth surface subsidence data which must be monitored during the construction of the shield tunnel, and the actual stress state of the shield tunnel is estimated.
The foregoing has shown and described the basic principles and main features of the present invention and the advantages of the present invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (6)
1. A shield tunnel soil pressure calculation method based on stratum deformation characteristics is characterized by comprising the following steps: the shield tunnel soil pressure calculation method based on stratum deformation characteristics comprises the following steps:
s1, prejudging a damage state, calculating the maximum displacement of a vault of the shield tunnel based on the burial depth of the shield tunnel and earth surface subsidence data during the construction period of the shield tunnel, and judging whether a stratum above the shield tunnel is in a limit damage state according to the relative displacement of the vault;
s2, calculating surrounding rock pressure, setting whether stratum above the shield tunnel is in a limit damage state or not based on the data collected in the S1 after the S1 is completed, and carrying out corresponding data calculation according to a judgment result, wherein:
when the stratum above the shield tunnel is in a limit damage state, calculating the surrounding rock pressure of the shield tunnel by adopting a Terzaghi limit soil pressure formula;
if the stratum above the shield tunnel is in a non-limit damage state, calculating the surrounding rock pressure of the shield tunnel by adopting an incomplete arch effect soil pressure calculation formula;
and S3, data statistics, namely after the step S2 is completed, carrying out statistics and summarization on the calculated data of the stratum above the shield tunnel.
2. The method for calculating the earth pressure of the shield tunnel based on the stratum deformation characteristics is characterized by comprising the following steps of: in the step S1, when the tunnel is prejudged, the length of the tunnel is at least 5 times of the maximum size of the cross section of the tunnel, meanwhile, the earth surface subsidence survey line is vertical to the tunneling direction of the shield tunnel, earth surface subsidence caused by excavation is in accordance with a peck subsidence curve, and the maximum subsidence observation point is positioned right above the shield tunnel.
3. The method for calculating the earth pressure of the shield tunnel based on the stratum deformation characteristics is characterized by comprising the following steps of: in the step S1, the shield tunnel vault displacement S is calculated according to earth surface subsidence data, and the calculation function is as follows:
wherein S is max (0) The maximum settlement amount of the earth surface right above the shield tunnel is obtained; z 0 The tunnel axis is buried deeply; z is the burial depth of the vault of the shield tunnel.
4. The method for calculating the earth pressure of the shield tunnel based on the stratum deformation characteristics is characterized by comprising the following steps of: and in the step S1 and the step S2, when whether the state is in a limit damage state or not is carried out, the calculation result of the arch crown displacement of the shield tunnel is as follows:
the relative displacement (SD) of the vault is larger than 1%, and the earth surface sedimentation rate exceeds an early warning value specified by the construction specification, and then the vault stratum is judged to be in a limit damage state;
and (3) determining that the dome stratum is in a non-limit damage state when the dome relative displacement (SD) is smaller than 1%.
5. The method for calculating the earth pressure of the shield tunnel based on the stratum deformation characteristics is characterized by comprising the following steps of: in the step S2, if the vault stratum is in a limit damage state, calculating the shield tunnel soil pressure by adopting a Terzaghi formula, wherein the calculation formula is as follows:
in sigma v The vertical earth pressure of the tunnel vault; gamma is the average volume weight of the overlying soil body; h is the thickness of the stratum covered on the shield tunnel; k is a lateral soil pressure coefficient, and the value is 1.0-1.5;is the internal friction angle of the overlying soil body; c is the cohesive force of the upper soil covering body; b (B) t For limiting the width of the loose zone->D is the outer diameter of the shield tunnel.
6. The method for calculating the earth pressure of the shield tunnel based on the stratum deformation characteristics is characterized by comprising the following steps of: in the step S2, when the stratum above the shield tunnel is in a non-limit damage state, the method for calculating the surrounding rock pressure of the shield tunnel comprises the following steps:
firstly, after the shield tunnel is excavated, along with surrounding rock deformation, before the upper soil body does not reach the limit damage state, the potential shearing surface is continuously close to the limit shearing surface position, and the shearing surface width is assumed to be equal to the limit loosening area width B t ；
The second step is based on the vault subsidence S and the shearing face width B of the shield tunnel t The maximum principal stress deflection angle beta is calculated, and the calculation formula is as follows:
third, for viscous formations, internal friction angleThe modified integrated internal friction angle should be used>The calculation formula is as follows:
fourthly, when the shield tunnel is positioned in weak viscous stratum such as sandy soil, sandy pebble and the like, the calculation formula of surrounding rock pressure of the shield tunnel is as follows:
in the method, in the process of the invention,k a is an active soil pressure coefficient->K is the side pressure coefficient in soil in the incomplete arch effect state,
when the shield tunnel is positioned in viscous stratum such as loess and silt, the calculation formula of the surrounding rock pressure of the shield tunnel is as follows:
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119004611A (en) * | 2024-08-09 | 2024-11-22 | 中铁第四勘察设计院集团有限公司 | Method for calculating additional soil pressure of shield tunnel in soft soil stratum caused by shield attitude deviation |
| CN119514286A (en) * | 2024-11-20 | 2025-02-25 | 北京市市政工程设计研究总院有限公司 | A method for calculating earth pressure in deep tunnels considering overbreak effect |
| CN119623133A (en) * | 2025-02-17 | 2025-03-14 | 中汽建工(洛阳)检测有限公司 | A method for determining the overburden pressure of shield tunneling |
-
2023
- 2023-05-06 CN CN202310514573.5A patent/CN117034399A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119004611A (en) * | 2024-08-09 | 2024-11-22 | 中铁第四勘察设计院集团有限公司 | Method for calculating additional soil pressure of shield tunnel in soft soil stratum caused by shield attitude deviation |
| CN119004611B (en) * | 2024-08-09 | 2025-10-17 | 中铁第四勘察设计院集团有限公司 | Method for calculating additional soil pressure of shield tunnel in soft soil stratum caused by shield attitude deviation |
| CN119514286A (en) * | 2024-11-20 | 2025-02-25 | 北京市市政工程设计研究总院有限公司 | A method for calculating earth pressure in deep tunnels considering overbreak effect |
| CN119623133A (en) * | 2025-02-17 | 2025-03-14 | 中汽建工(洛阳)检测有限公司 | A method for determining the overburden pressure of shield tunneling |
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