CN115935482A - Method and system for calculating active supporting force of tunnel under-passing existing structure - Google Patents
Method and system for calculating active supporting force of tunnel under-passing existing structure Download PDFInfo
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Abstract
The invention provides a method and a system for calculating active supporting force of an existing tunnel underpass structure, which relate to the technical field of rail traffic engineering and comprise the steps of analyzing the stress of an existing station, acquiring address parameters of middle soil inclusion and thickness and weight data of soil above the existing station, and calculating the upper load of the middle soil inclusion and the existing station; determining an upper load value at the position of a center line by solving the upper load of the middle soil clamp by using the foundation stress; determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel. According to the method, after the active supporting force is obtained, jacking design can be carried out according to the calculation result, and the settlement safety of the existing structure can be guaranteed.
Description
Technical Field
The disclosure relates to the technical field of rail traffic engineering, in particular to a method and a system for calculating active supporting force of an existing tunnel underpass structure.
Background
The statements in this section merely provide background information related to the present disclosure and may not necessarily constitute prior art.
With the large-scale development of underground space, the cases that the existing structure is penetrated under a newly built tunnel are increased day by day. The settlement control of the existing structure in the construction is always a serious difficult problem in the underpass construction, and particularly for some sensitive structures, the settlement control requirement is more strict. At present, the settlement control of the existing structure has more implementation methods, and the active jacking, the stratum consolidation, the foundation underpinning and the like can be roughly divided. For sensitive buildings, such as subway stations, underground railways and the like, when the bearing capacity of the middle-sandwiched soil body is insufficient, a construction method of active jacking is adopted. The active jacking method is characterized in that an active supporting force is provided for the existing structure, the insufficient supporting of the existing structure caused by excavation is compensated, and obviously, the magnitude of the active supporting force is the key of active jacking.
The patent CN115203794A 'a method for determining the active jacking force of a close-fit underpass existing station' provides a method for calculating the active jacking force of the close-fit underpass, but the method neglects the effect of an intermediate soil body and is only used for close-fit underpass engineering, the cases of the close-fit underpass engineering are fewer, the underpass is performed in a short distance in many cases, the intermediate soil body exists between an existing structure and a newly-built tunnel, and the problem that the intermediate soil body influences the supporting force is not considered.
Disclosure of Invention
The present disclosure provides a method and a system for calculating an active supporting force of an existing tunnel underpass structure, which relate settlement and supporting force, and can obtain the magnitude of the active supporting force required during construction when the settlement value of an existing underground station is controlled within a certain range.
According to some embodiments, the following technical scheme is adopted in the disclosure:
a method for calculating the active supporting force of an existing tunnel underpass structure comprises the following steps:
analyzing the stress of the existing station, acquiring address parameters of the middle soil inclusion and thickness and weight data of soil above the existing station, and calculating the upper load of the middle soil inclusion and the existing station;
determining an upper load value at the position of a central line by solving the upper load of the middle clamped soil by using the foundation stress;
determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel.
Compared with the prior art, the beneficial effect of this disclosure is:
the settlement value and the supporting force are related by the law of conservation of energy. During calculation, address parameters and upper load values of the middle clamped soil are obtained according to actual working conditions, and settlement values of the middle clamped soil and the existing stations are determined according to relevant specifications. The process gives the relation between the existing structure settlement and the upper load and the active jacking force, and provides a calculation method of the active jacking force in the design stage. After the active supporting force is obtained, jacking design can be carried out according to the calculation result, and the settlement safety of the existing structure can be ensured.
Drawings
The accompanying drawings, which are included to provide a further understanding of the disclosure, illustrate embodiments of the disclosure and together with the description serve to explain the disclosure and are not to limit the disclosure.
FIG. 1 is a schematic diagram of a computational process of an embodiment of the present disclosure;
FIG. 2 is a schematic diagram of an active bracing force calculation model of an embodiment of the disclosure;
fig. 3 is a diagram of the relationship between the existing station settlement and the active supporting force according to the embodiment of the disclosure.
The specific implementation mode is as follows:
the present disclosure is further described with reference to the following drawings and examples.
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this disclosure belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present disclosure. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
Example 1
An embodiment of the present disclosure provides a method for calculating an active supporting force of an existing tunnel underpass structure, including:
step 1: analyzing the stress of the existing station, acquiring address parameters of the middle soil inclusion and thickness and weight data of soil above the existing station, and calculating the upper load of the middle soil inclusion and the existing station;
and 2, step: determining an upper load value at the position of a central line by solving the upper load of the middle clamped soil by using the foundation stress;
and step 3: determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel.
As an embodiment, the settlement value of the existing station is related to the supporting force at the top of the newly-built tunnel, and before construction supporting is carried out, the active supporting force applied for controlling the settlement of the existing station needs to be determined, so that a construction supporting scheme is designed.
When the relation between the settlement and the active supporting force is calculated, solving the upper load of the middle-included soil through a foundation stress Bouss i nesq solution according to the actual working condition, and acquiring the geological parameters of the middle-included soil; and the geological parameters comprise cohesive force and an internal friction angle, and the settlement value of the existing station is determined according to relevant specifications. Substituting the relevant parameters into the calculation expression of the active supporting force q, and calculating the expression to obtain the result
And solving through planning to obtain an included angle theta between the sliding fracture surface and the horizontal direction. Substituting the included angle to calculate the active supporting force q, wherein the specific calculation process is as follows:
because the direction of gravity and the load on the upper part of the middle soil is the same as the deformation direction of the existing station in the stress of the existing station, the cohesive force and the active supporting force inhibit the settlement of the existing station. According to the function conservation relation, the force doing work in two directions is equal in magnitude, and the cohesive force and the active supporting force do work equal to the gravity doing work and the upper load doing work of the middle clamping soil.
In step 1, the process of calculating the upper load of the existing station and the soil clamping in the process is as follows:
let the load above the existing station be p 0 (x)
P 0 (x)＝λ 1 h(1)
In the formula (1), lambda 1 The overburden soil mass is severe, and h is the thickness of the overburden soil mass;
the foundation stress Boussinesq is solved, and the load on the middle soil is as follows:
P 2 (x)＝a 0 +a 2 x 2 (2)
wherein p is 2 (x) For the middle upper load of the soil, a 0 And a 2 For calculating the coefficients, it can be calculated by calculation, x being the distance of the calculated position from the centerline.
According to the principle of deformation coordination, it can be known that:
wherein l is the perturbation range
And I is the moment of inertia of the existing station, and E is the elastic modulus of the existing station. Psi is the internal friction angle of the middle clamped soil, and D is the thickness of the middle clamped soil;
wherein E is the elastic modulus of the medium-soil, and mu is the poisson ratio of the medium-soil;
the expression P2 (x) can be obtained by obtaining a0 and a2 and substituting them into the expression (2), and the center line position P can be obtained by substituting x =0 2 The value is obtained.
Further, the calculation process of the active supporting force comprises the following steps:
and during calculation, the loss work of the settled soil is regarded as gravity load work.
Settlement caused by excavation is in a symmetrical form about an excavation center line, and a settlement curve can be assumed to be:
where sm is the peak of sedimentation, exp is a natural exponential function, i = kD, and x is the abscissa of the point at the sought location.
K: the coefficient, K is more than or equal to 0.5, and the value of K is adjusted by combining the actual measurement result;
d: the thickness of the middle clamped soil.
The potential energy change of soil mass loss is:
in the formula, v is a virtual velocity which can be eliminated during calculation; l is half of the width of the newly-built tunnel.
The lower Fang Zhihu force does work:
W q ＝q(x)vL＝qLv
(7)
in the formula, v is a virtual speed which can be eliminated during calculation; q is the upper load of the middle soil, i.e. the position P of the central line 2 Value of
The work of the load borne above the existing station is as follows:
the cohesive force does work as follows:
wherein c is the cohesive force of the middle soil. Theta is the included angle between the slip surface and the horizontal plane.
The direction of gravity and the load on the upper part of the middle soil is the same as the deformation direction of the existing station, and the cohesive force and the active supporting force inhibit the settlement of the existing station. According to the function conservation relation, the following can be obtained:
N＝W γ +W p -W q
(10)
wherein, wp is the load acting on the upper part of the existing station, N is the cohesive force acting, wq is the supporting force acting on the lower part, and Wr is the potential energy change of soil mass loss.
The derivation yields:
by using planning to solve
The magnitude of theta is substituted into theta to obtain the active supporting force.
In one practical application of the method of the embodiment:
taking parameters of an ordinary lower-crossing existing station: the buried depth of the existing station is 10m, the elastic modulus is 32500MPa, the section size is 15 multiplied by 10m, the inertia moment is 695.3m4, the gravity of the peripheral soil body is 18.8kN/m & lt 3 & gt, the elastic modulus is 11.8MPa, the section size of the newly-built station is 9 multiplied by 7m, the thickness of the middle soil is 3m, the cohesive force is 25, and the internal friction angle is 30 degrees.
The coefficients a0= -17.1, and a2=0.9 can be obtained by substituting the coefficients into equations (1), (3), and (4). The force P2=112.5kPa applied to the upper portion of the middle soil was further obtained.
According to relevant specifications, the settlement value of the existing station is controlled to be 2mm, s =0.002m.
Let K =0.5, i = dk =1.5; given that s =0.002,l =4.5m, the relevant parameters are substituted into formula (11), and an expression of the active bracing force q is obtained:
by solving for the plan
The size of θ, θ =47 °. />
Substituting theta to obtain q =54.27kPa, and then designing a supporting structure according to the value so as to ensure smooth construction.
By using the calculation method, the values of the active jacking force when the existing station subsides by 0.5mm, 1mm, 1.5mm and 2.5mm are obtained, and a line drawing is drawn, which is shown in figure 3. Figure 3 reflects the magnitude of the active jacking force at different sedimentation values, the larger the allowed sedimentation value, the smaller the required jacking force. When the construction design is carried out, the jacking design can be carried out according to the calculation result.
The disclosed method relates settlement to support force by the law of conservation of energy. During calculation, address parameters (cohesive force and internal friction angle) and an upper load value of the middle clamped soil are obtained according to actual working conditions, and settlement values of the middle clamped soil and the existing station are determined according to relevant specifications. Substituting each parameter into an expression of the active supporting force q, deriving the expression q, solving a fracture surface included angle theta with a derivative function of 0 by using planning, and substituting the fracture surface included angle theta into the expression to obtain the active supporting force q. The process gives the relation between the existing structure settlement and the upper load and the active jacking force, and provides a calculation method of the active jacking force in the design stage. After the active supporting force is obtained, jacking design can be carried out according to the calculation result, and the settlement safety of the existing structure can be ensured.
Example 2
An embodiment of the present disclosure provides a system for calculating active supporting force of an existing tunnel underpass structure, including:
the data acquisition module is used for analyzing the stress of the existing station, acquiring the address parameters of the middle-included soil and the thickness and the weight data of the soil body above the existing station and calculating the upper load of the middle-included soil and the existing station;
the supporting force calculation module is used for determining an upper load value at the position of the center line by utilizing the upper load of the clamped soil in the foundation stress solution; determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel.
The above system specifically performs the following method steps:
step 1: analyzing the stress of the existing station, acquiring address parameters of the middle soil inclusion and thickness and weight data of soil above the existing station, and calculating the upper load of the middle soil inclusion and the existing station;
step 2: determining an upper load value at the position of a central line by solving the upper load of the middle clamped soil by using the foundation stress;
and step 3: determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel.
Example 3
In one embodiment of the present disclosure, a computer-readable storage medium is provided having stored therein a plurality of instructions adapted to be loaded by a processor of a terminal device and to perform the steps of the method for calculating active support force of a tunnel-through existing structure.
Example 4
In one embodiment of the present disclosure, a terminal device is provided, which includes a processor and a computer-readable storage medium, the processor being configured to implement instructions; the computer readable storage medium is used for storing a plurality of instructions which are suitable for being loaded by a processor and executing the steps of the active support force calculation method for the under-tunnel and existing structure.
The present disclosure is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the disclosure. It will be understood that each flow and/or block of the flow diagrams and/or block diagrams, and combinations of flows and/or blocks in the flow diagrams and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
Although the present disclosure has been described with reference to specific embodiments, it should be understood that the scope of the present disclosure is not limited thereto, and those skilled in the art will appreciate that various modifications and changes can be made without departing from the spirit and scope of the present disclosure.
Claims (10)
1. A method for calculating the active supporting force of an existing tunnel underpass structure is characterized by comprising the following steps:
analyzing the stress of the existing station, acquiring address parameters of the middle soil inclusion and thickness and weight data of soil above the existing station, and calculating the upper load of the middle soil inclusion and the existing station;
determining an upper load value at the position of a center line by solving the upper load of the middle soil clamp by using the foundation stress;
determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel.
2. The method for calculating the active supporting force of the tunnel underpass existing structure as claimed in claim 1, wherein the direction of gravity in the stress of the existing station and the direction of the load on the upper part of the middle soil inclusion are the same as the deformation direction of the existing station.
3. The method for calculating the active supporting force of the existing tunnel underpass structure as claimed in claim 1, wherein the address parameters of the soil in the tunnel include cohesive force and internal friction angle.
4. The method for calculating the active supporting force of the existing tunnel underpass structure according to claim 3, wherein the active supporting force and the cohesive force suppress the settlement of the existing station, the forces in two directions act equally according to the energy conservation relation, and the cohesive force and the active supporting force act equally as the gravity force and the upper load of the middle soil.
5. The method for calculating the active supporting force of the existing tunnel underpass structure as claimed in claim 1, wherein the direction of the gravity and the upper load of the middle soil is the same as the deformation direction of the existing station, the cohesive force and the active supporting force inhibit the settlement of the existing station, and according to the function conservation relation, the method can obtain the following steps:
N＝W γ +W p -W q
wherein, wp is the load acting on the upper part of the existing station, N is the cohesive force acting, wq is the supporting force acting on the lower part, and Wr is the potential energy change of soil loss.
6. The method for calculating the active supporting force of the tunnel underpass existing structure according to claim 5, wherein the cohesive force does work by:
wherein c is the cohesive force of the middle soil, D is the thickness of the middle soil, and v is the virtual velocity.
7. The method for calculating the active supporting force of the tunnel under-passing existing structure according to claim 1, wherein in the calculation, the work of the subsided land loss is performed as gravity load.
8. An active support force computing system for a tunnel underpass existing structure, comprising:
the data acquisition module is used for analyzing the stress of the existing station, acquiring the address parameters of the middle-included soil and the thickness and the weight data of the soil body above the existing station and calculating the upper load of the middle-included soil and the existing station;
the supporting force calculation module is used for solving the upper load of the middle soil clamping by utilizing the foundation stress to determine an upper load value at the position of the center line; determining the settlement value of the existing station, determining a calculation expression of the active supporting force according to energy conservation, and solving the included angle between the sliding fracture surface and the horizontal direction through planning so as to solve the active supporting force at the top of the newly-built tunnel.
9. A computer-readable storage medium having stored thereon instructions adapted to be loaded by a processor of a terminal device and to perform a method of calculating active support force of a tunnel-underpass existing structure according to any one of claims 1 to 7.
10. A terminal device comprising a processor and a computer readable storage medium, the processor configured to implement instructions; a computer readable storage medium for storing a plurality of instructions adapted to be loaded by a processor and to perform a method of calculating active support force under a tunnel through an existing structure according to any one of claims 1-7.
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