CN117057101B - Method and system for evaluating upper layer-adding construction safety of existing underground structure - Google Patents
Method and system for evaluating upper layer-adding construction safety of existing underground structure Download PDFInfo
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Abstract
The invention belongs to the technical field of rail transit engineering, and provides a method and a system for evaluating the safety of upper layer-adding construction of an existing underground structure. The process provides the lateral load of the underground structure at each depth in the corresponding damage mode, and provides a calculation method of the lateral load of the existing underground structure in the open cut and layer-adding construction. After the lateral load of the underground structure is obtained, the design of the underground structure can be safely evaluated according to the calculation result, and the safety of the underground structure of the underground excavation at the lower part can be ensured.
Description
Technical Field
The invention belongs to the technical field of rail transit engineering, and particularly relates to a safety evaluation method and system for upper layer-adding construction of an existing underground structure.
Background
The statements in this section merely provide background information related to the present disclosure and may not necessarily constitute prior art.
The open cut construction of the underground structure is a common construction method in the existing underground structure extension process of the underground structure, but the problem that the new structure and the existing structure have great influence in the construction process is solved, and the construction mechanical behavior is quite complex. After the existing underground structure is subjected to underground excavation construction, the upper part is subjected to open excavation to build the underground structure, so that underground space resources can be effectively saved. However, in the construction of adding the existing underground structure above the existing underground structure, the cross influence of the existing underground structure and the newly-built foundation pit is stronger, and the construction difficulty is higher.
When the foundation pit is excavated at the upper part of the existing underground structure, the balance arch at the upper part of the existing underground structure can be damaged, soil stress is redistributed, the stress of the underground structure is changed, and the section load of the underground structure is changed due to the change of the width of the foundation pit at the upper part and the embedding depth of the enclosure structure. The existing underground structure has fewer open cut and build-up cases right above the existing underground structure, the existing method does not consider stratum fracture surface changes caused by open cut and build-up layers, and load changes of the existing underground structure caused by open cut and build-up layers cannot be estimated accurately, so that safety evaluation of the existing underground structure cannot be carried out.
Disclosure of Invention
In order to solve at least one technical problem in the background art, the invention provides a safety evaluation method and a system for upper layer-adding construction of an existing underground structure, which provide three stratum fracture surfaces and fracture modes, and can judge the stratum fracture modes through the distance between a guard post and the existing underground structure of the underground structure and the embedding depth of the guard post, and solve the transverse load born by the side wall of the underground structure according to the fracture modes so as to evaluate the safety of the existing underground structure.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
the first aspect of the invention provides a safety evaluation method for upper layer-adding construction of an existing underground structure, which comprises the following steps:
acquiring actual working condition data, and determining three basic parameters of the height of the underground structure, the distance between the enclosure structure and the side wall of the underground structure and the embedding depth of the enclosure structure based on the actual working condition data;
judging stratum modes based on the relation among three basic parameters of the height of the underground structure, the distance between the building enclosure and the side wall of the underground structure and the embedding depth of the building enclosure, and determining each parameter of the building enclosure, the stratum parameters and the position relation between the building enclosure and the underground structure in each stratum mode to obtain the transverse load of the underground structure at a specific depth;
and (5) carrying out safety evaluation on the underground structure of the existing structure by using the transverse load born by the underground structure at a specific depth.
A second aspect of the present invention provides a system for evaluating safety of an upper layer-added construction of an existing underground structure, comprising:
The parameter determining module is used for acquiring actual working condition data and determining three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure based on the actual working condition data;
The transverse load calculation module is used for judging stratum modes based on the relation among three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure, and determining each parameter of the enclosing structure, stratum parameters and the position relation between the enclosing structure and the underground structure in each stratum mode to obtain the transverse load of the underground structure at a specific depth;
And the safety evaluation module is used for evaluating the safety of the underground structure of the existing structure by utilizing the transverse load of the underground structure at a specific depth.
A third aspect of the present invention provides a computer-readable storage medium.
A computer readable storage medium having stored thereon a computer program which when executed by a processor performs the steps of a method of evaluating the safety of an existing upper layer construction of an underground structure as described above.
A fourth aspect of the invention provides a computer device.
A computer device comprising a memory, a processor and a computer program stored on the memory and executable on the processor, the processor implementing the steps in an existing method of evaluating the safety of upper layer construction of an underground structure as described above when the program is executed.
Compared with the prior art, the invention has the beneficial effects that:
1. according to the invention, soil pressure calculation in three damage modes is carried out on soil body by using a thin layer unit method and a sliding wedge theory, so that a calculation formula of transverse load born by the side wall of the underground structure in each damage mode is obtained. The process provides the lateral load of the underground structure at each depth in the corresponding damage mode, and provides a calculation method of the existing underground structure lateral load in the open cut and layer-adding construction, after the underground structure lateral load is obtained, the safety evaluation can be carried out on the underground structure design according to the calculation result, and the safety of the underground structure at the lower part can be ensured.
2. The invention summarizes stratum damage modes of the existing underground structure by excavation and combined construction under different embedding depths of the guard piles and different embedding depths of the guard piles, wherein the three damage modes are soil slip crack surface through damage, pile wall triangular soil damage and pile wall limited soil damage respectively. The three failure modes are summary of formation failure caused by excavation, and can be used for distinguishing formation failure modes in different working conditions, and soil body failure modes in the three formation failure modes are important basis for load calculation.
3. The excavation of the foundation pit at the upper part can cause three kinds of fracture surfaces of surrounding soil layers to appear, namely, the fracture surface extending from a corner to the earth surface, the fracture surface extending from the corner to the pit bottom and the fracture surface blocked by the guard piles extending from the pit corner, and the three basic parameters of the height H 1 of the underground structure, the distance b between the guard structure and the side wall of the underground structure and the embedding depth H of the guard structure are determined through actual working conditions, so that the damage mode in the working conditions is judged. The stratum damage mode in the actual working condition can be judged in advance, and a basis is provided for a calculation method of the damage mode adopted in the next step. A boundary of the failure mode is provided, which can be decided in advance before the actual engineering construction.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention.
FIG. 1 is a flow chart of a method for evaluating the safety of the upper layer-adding construction of an existing underground structure, which is provided by the embodiment of the invention;
FIGS. 2 (a) -2 (c) are specific decision diagrams of three formation failure modes provided by embodiments of the present invention;
FIG. 3 is a simplified schematic illustration of a first mode of formation damage calculation provided by an embodiment of the present invention;
FIG. 4 is a schematic representation of the ABCD infinitesimal of the soil body provided by the embodiment of the invention;
FIG. 5 is a CEG trace element illustration of a soil body provided by an embodiment of the invention;
FIG. 6 is a simplified calculation of a second mode of formation damage provided by an embodiment of the present invention;
FIG. 7 is a simplified calculation of a third mode of formation damage provided by an embodiment of the present invention;
FIG. 8 is a schematic representation of a third mode soil body ABCD infinitesimal provided by an embodiment of the invention;
FIG. 9 is a schematic representation of a third mode soil CDE trace element provided by an embodiment of the present invention;
Fig. 10 is a graph showing the side load of the underground structure according to the embodiment of the invention along with the depth.
Detailed Description
The invention will be further described with reference to the drawings and examples.
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the invention. 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 invention 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 exemplary embodiments according to the present invention. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
Example 1
As shown in fig. 1, the embodiment provides a method for evaluating the safety of the upper layer-adding construction of the existing underground structure, which comprises the following steps:
Step 1, acquiring actual working condition data, and determining three basic parameters, namely the height H 1 of an underground structure, the distance b between an enclosure structure and a side wall of the underground structure and the embedding depth H of the enclosure structure based on the actual working condition data;
In the step 1, because the lateral load of the side wall of the underground structure and the distance between the guard piles and the underground structure are related to the embedding depth of the guard piles, the damage model of the stratum of the underground structure is different under different working conditions, and the stratum fracture surface in the combined construction of light and dark excavation is three types of fracture surfaces extending from the corner to the ground surface, fracture surfaces extending from the corner to the pit bottom and fracture surfaces blocked by the guard piles from the pit corner, wherein the stratum fracture mode is three types of soil slip fracture surface through damage, triangular soil damage between pile walls and limited soil damage between the pile walls.
Step 2: judging stratum modes based on the relation among three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure, and calculating the soil pressure of a limited soil body by using a thin layer unit method and a sliding wedge theory under each stratum mode to obtain the transverse load born by the side wall of the underground structure;
In this embodiment, the stratum damage mode may be determined by determining the distance between the guard piles and the underground structure and the embedding depth, and then the lateral load of the side wall of the underground structure may be solved according to the lateral load calculation formula corresponding to the damage model.
When the soil body is in a limit balance state, the internal friction angle of the soil body is far greater than the pile-soil interface friction angle and the wall-soil interface friction angle, and the slip crack surface inclination angle theta does not change obviously, so that a Rankine result is approximately takenThe slip crack inclination angle used for mode judgment is used for dividing stratum damage modes through the distance between the guard piles and the underground structure and the pile body embedding depth, and the specific mode judgment mode is as follows:
If b is more than or equal to H 1/tan theta, calculating according to a mode III middle soil body destruction mode;
If b is more than or equal to 0 and less than H 1/tan theta, further considering the embedding depth H of the enclosure structure;
if H is more than 0 and less than H 1 -btan theta, calculating according to a mode-slip fracture surface through damage mode;
If H is more than or equal to H 1 -btan theta, calculating according to a mode two limited soil body damage mode.
Fig. 2 (a) -2 (c) are specific judging diagrams of three stratum damage modes, so that judging conditions and space enclosing structure position relations of each mode can be intuitively seen, wherein each parameter is as follows: h 1 is the underground structure height; b 0 is the width of the top of the wedge-shaped slide block when the side wall sliding surface of the underground structure extends to the pit bottom, namely b 0＝H1/tan theta; b is the distance between the enclosure and the side wall of the underground structure, and h is the embedding depth of the enclosure.
(2) Lateral soil pressure coefficient determination
In order that the formula can be applied to cohesive soil and non-cohesive soil, a relation of lateral soil pressure coefficients is cited:
Wherein:
K a is the Rankine active soil pressure coefficient,
A is the deflection angle of the large principal stress,A takes the maximum value between two angles.
And (5) bringing in the pile soil friction angle or the wall soil friction angle to obtain the corresponding lateral soil pressure coefficient.
(3) Formation damage first mode calculation
In order to simplify the calculation, the soil body of the damaged area in the first mode can be divided into two parts, and the first mode is a trapezoid block ABCD of the soil body at the outer side of the fender pile; and secondly, a wedge-shaped block CEG at the outer side of the side wall of the underground structure. In order to calculate the lateral load of the underground structure under the change of the width of the foundation pit, the distance from the guard piles to two points of the side wall of the underground structure is b, the height from the top plate of the underground structure to the ground surface is H 0, the height of the existing underground structure is H 1, the width of the CE part of the top plate section of the underground structure is b 0, the breaking angle of the slip crack surface of the soil body is theta 1, wherein b 0＝H1cotθ1,Z1 is the depth of selecting thin-layer microelements in the trapezoid block ABCD, Z 2 is the depth of selecting thin-layer microelements in the wedge block CEG, b is the distance between the guard structure and the underground structure, and the calculation model diagram is shown in figure 3:
① Soil body ABCD middle infinitesimal vertical stress calculation
When the distance between the foundation pit support structure and the underground structure is b, the width of the thin layer unit under the Z1 depth can be expressed as:
And carrying out horizontal and vertical balance calculation on the selected primordia of the soil ABCD, wherein the schematic of the primordia is shown in figure 4. Mechanical balance equation of simultaneous infinitesimal horizontal and vertical directions and will Carrying in and simplifying to obtain:
Wherein:
Solving a general solution of the differential equation (3), namely selecting a vertical load under the depth of the thin-layer microelements;
Where C 1 is the coefficient of uncertainty in the differential equation, considering the boundary conditions of the slider ABCD, when Z 1 =0, From this, it can be determined that:
② Method for calculating infinitesimal horizontal stress in soil CEG
And selecting the primordia of the soil CEG to perform horizontal and vertical balance calculation, wherein the primordia is schematically shown in figure 5.
Order theAnd will/>Simplifying and solving differential equation to obtain vertical positive stress/>, of thin-layer microelements under Z 2 depthNamely:
Wherein:
Depending on the boundary conditions of the wedge-shaped block CEG, the load q of the CEG is equal to the vertical normal stress of the slider ABCD at z1=h0, and Z 1＝H0, Carry-over 4 is available:
In the case of the Z 2＝H0, the following is preferred, The carrying-in formula (5) can be obtained:
the horizontal positive stress acting on the depth of the side wall Z2 of the underground structure is as follows:
Wherein K2 is obtained by the formula (1).
(4) Formation damage second mode calculation
As shown in fig. 6, the parameters in the calculation model are: h 1 is the underground structure height; b 1 is the width of the triangular soil wedge; e 1 is the soil pressure acting on the side wall of the underground structure; w 3 is the dead weight of the slip crack soil body per linear meter,R 2 is the counterforce of the soil body at the lower part of the slip crack surface; c 2 is the adhesive force between the side wall and the soil adjacent to the side wall; c is the equivalent cohesive force of the soil body; gamma is the gravity of soil mass,/>Is the internal friction angle of the soil body; θ 2 is the slip plane inclination angle of the sliding soil body, and delta 2 is the interface friction angle of the wall soil.
The whole wedge-shaped sliding block is in a limit balance state after being acted by various forces, and the wedge-shaped sliding block is combined with a vertical and horizontal mechanical balance equationThe brought-in simplification is available:
deriving (10) about θ 2 and letting The slip crack surface dip angle theta 2 can be obtained:
The modification of the form of formula (10) is:
Wherein K3 is:
The magnitude of the transverse load at the h-height below the pit bottom can be expressed as:
(5) Formation damage third mode calculation
As shown in fig. 7, in the calculation model, b is the distance between the foundation pit support structure and the underground structure, H 3 is the height of the rectangular block ABCD, H 1 is the underground structure height, θ 1 is the fracture angle of the sliding surface, Z 3 is the thin layer unit selection height, and the middle soil body is divided into two areas of the rectangular block ABCD and the wedge-shaped block CDE, and thin layer unit analysis is performed on the two areas respectively.
① Soil body ABCD infinitesimal vertical stress calculation
And (3) carrying out vertical balance calculation on the selected infinitesimal of the soil body ABCD, wherein the infinitesimal is schematically shown in fig. 8.
Establishing a vertical equilibrium equation for the thin-layer microelements and establishing a vertical equilibrium equation for the thin-layer microelementsCarrying out the solution to obtain a vertical stress expression under Z depth:
Wherein:
Depending on the boundary conditions, when Z 3 =0, In the expression (15), the/>
② Soil CDE infinitesimal horizontal stress calculation
And carrying out horizontal and vertical balance calculation on the CDE of the soil body, wherein the schematic representation of the micro elements is shown in figure 9.
Mechanical equilibrium equation of horizontal and vertical directions of simultaneous block CDE and will Carrying out the general solution of the differential equation, namely:
Wherein:
As can be seen from the boundary conditions, when Z 3＝H3, From this, the undetermined coefficient C 5 can be determined:
Wherein:
H3＝H1-btanθ1
③ Basic equation of horizontal load of side wall of underground structure
In summary, the basic equation of the side wall horizontal load of the underground structure under the limited soil body is as follows:
Wherein K 4 is obtained by the formula 1.
In one model test of the method of this example:
And determining the height H 1 of the underground structure in the model test to be 55cm, wherein the distance b between the enclosure structure and the underground structure is 2.6cm, and the embedding depth H of the enclosure structure is 14.8cm. The calculated values satisfy b < H 1/tan theta and H < H 1 -btan theta, so that the method adopts a stratum damage mode-one calculation method to solve. Wall soil friction angle and pile soil friction angle taking in model test
The fine sand with finer grain diameter and uniform grading is adopted in the model test, the average grain diameter is 0.25mm, the moisture content of test sand is zero, the error in the test sand spraying process is considered, the weight is 18 KN.m -3, the friction angle is 30 degrees, and the cohesive force is 0.
Substituting the relational number into the formula (1) to obtain K 2 =0.28, substituting the depth Z 2 equal to 0cm, 5cm, 10cm, 15cm, 20cm, 25cm, 30cm, 35cm, 40cm, 45cm, 50cm and 55cm into the formula (9) to obtain the transverse load value of the underground structure at the depth Z 2, and drawing a line graph, see fig. 10.
Step 3: and carrying out safety evaluation on the underground structure of the existing structure by utilizing the transverse load borne by the obtained underground structure side wall.
Example two
The embodiment provides a safety evaluation system for upper layer construction of an existing underground structure, which comprises:
The parameter determining module is used for acquiring actual working condition data and determining three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure based on the actual working condition data;
The transverse load calculation module is used for judging stratum modes based on the relation among three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure, and determining each parameter of the enclosing structure, stratum parameters and the position relation between the enclosing structure and the underground structure in each stratum mode to obtain the transverse load of the underground structure at a specific depth;
And the safety evaluation module is used for evaluating the safety of the underground structure of the existing structure by utilizing the transverse load of the underground structure at a specific depth.
Example III
The present embodiment provides a computer-readable storage medium having stored thereon a computer program which, when executed by a processor, performs the steps in a method of evaluating safety of upper layer construction of an existing underground structure as described above.
Example IV
The embodiment provides a computer device, which comprises a memory, a processor and a computer program stored on the memory and capable of running on the processor, wherein the processor realizes the steps in the method for evaluating the safety of the upper layer construction of the existing underground structure when executing the program.
It will be appreciated by those skilled in the art that embodiments of the present invention may be provided as a method, system, or computer program product. Accordingly, the present invention may take the form of a hardware embodiment, a software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, magnetic disk storage, optical storage, and the like) having computer-usable program code embodied therein.
The present invention is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems) and computer program products according to embodiments of the invention. It will be understood that each flow and/or block of the flowchart illustrations and/or block diagrams, and combinations of flows and/or blocks in the flowchart illustrations 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 stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function 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.
Those skilled in the art will appreciate that implementing all or part of the above-described methods in accordance with the embodiments may be accomplished by way of a computer program stored on a computer readable storage medium, which when executed may comprise the steps of the embodiments of the methods described above. The storage medium may be a magnetic disk, an optical disc, a read-only memory (ROM), a random access memory (random AccessMemory, RAM), or the like.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (4)
1. The method for evaluating the safety of the upper layer-adding construction of the existing underground structure is characterized by comprising the following steps of:
acquiring actual working condition data, and determining three basic parameters of the height of the underground structure, the distance between the enclosure structure and the side wall of the underground structure and the embedding depth of the enclosure structure based on the actual working condition data;
Judging stratum modes based on the relation among three basic parameters of the height of the underground structure, the distance between the building enclosure and the side wall of the underground structure and the embedding depth of the building enclosure, and calculating the soil pressure of a limited soil body by using a thin layer unit method and a sliding wedge theory under each stratum mode to determine the position relation among various parameters of the building enclosure, the stratum parameters and the building enclosure and the underground structure so as to obtain loads under different depths under the three modes;
The first mode is a soil slip crack surface through damage mode, the second mode is a pile wall triangular soil damage mode, and the third mode is a pile wall limited soil damage mode;
determining the stratum mode specifically comprises the following steps:
If b is more than or equal to H 1/tan theta, calculating according to a third mode stratum destruction mode;
If b is more than or equal to 0 and less than H 1/tan theta, further considering the embedding depth H of the enclosure structure; if H is more than 0 and less than H 1 -btan theta, calculating according to a first mode stratum damage mode; if H is more than or equal to H 1 -btan theta, calculating according to a stratum destruction mode of the second mode;
wherein H 1 is the height of the existing underground structure, b is the distance between the enclosure structure and the side wall of the underground structure, and θ is the slip crack surface inclination angle;
Relation of lateral soil pressure coefficient:
Wherein:
wherein, K a is the Rankine active soil pressure coefficient and is the internal friction angle of the soil body,/>A is a large principal stress deflection angle;
substituting the pile soil friction angle or the wall soil friction angle to obtain a corresponding lateral soil pressure coefficient;
The process of calculating the formation failure mode according to the first mode includes:
The soil body of the damaged area can be divided into two parts, namely a trapezoid block ABCD of the soil body outside the fender pile; secondly, a wedge-shaped block CEG at the outer side of the side wall of the underground structure;
the calculating of the infinitesimal vertical stress in the soil body ABCD comprises the following steps:
When the distance between the foundation pit support structure and the underground structure is b, the width of the thin layer unit under the Z 1 depth can be expressed as:
H 0 is the height from the top plate of the underground structure to the ground surface, b 0 is the width of the section CE of the top plate of the underground structure, θ 1 is the damage angle of the slip crack surface of the soil body, and b 0＝H1cotθ1,Z1 is the depth of the thin-layer microelements selected from the trapezoid block ABCD;
selecting a primordial element for the soil body ABCD to perform horizontal and vertical balance calculation;
mechanical balance equation of simultaneous infinitesimal horizontal and vertical directions and will Substituting and simplifying to obtain:
Wherein:
Solving a general solution of the differential equation (3), namely selecting a vertical load under the depth of the thin-layer microelements;
where C 1 is the undetermined coefficient in the differential equation, considering the boundary conditions of the slider ABCD, when Z 1 =0, From this, it can be determined that:
Performing horizontal and vertical balance calculation on the element selected by the soil CEG and combining the boundary condition of the wedge-shaped block CEG to obtain the transverse load of the wedge-shaped block CEG under the depth of the thin-layer element selected by the wedge-shaped block CEG;
calculating the infinitesimal horizontal stress in the soil CEG;
selecting a primordial element for the soil CEG to perform horizontal and vertical balance calculation;
Order the And will/>Substituting degenerated differential equation to obtain vertical positive stress/>, of thin-layer microelements at Z 2 depthNamely:
Wherein: z 2 is the depth of the thin-layer microelements selected from the wedge-shaped block CEG;
depending on the boundary conditions of the wedge-shaped block CEG, the load q of the CEG is equal to the vertical normal stress of the slider ABCD at Z 1 =h0, Z 1＝H0, Substitution (4) can be obtained:
In the case of the Z 2＝H0, the following is preferred, Substitution formula (6) can be obtained:
the horizontal positive stress acting on the depth of the side wall Z2 of the underground structure is as follows:
wherein K 2 is obtained by the formula (1);
The process of calculating according to the mode two formation failure mode includes:
The wedge-shaped sliding block is in a limit balance state integrally after being acted by various forces, and the wedge-shaped sliding block is combined with a vertical and horizontal mechanical balance equation to ensure that the dead weight of the sliding crack soil body per linear meter And/>Substitution reduction can be obtained:
Wherein E 1 is the soil pressure acting on the side wall of the underground structure;
deriving (10) about θ 2 and letting The cracking angle theta 2 can be obtained by solving:
The simplified equation is changed in form, and then:
wherein K 3 is:
The lateral load at the elevation of the embedding depth h of the enclosure structure is obtained and can be expressed as:
Wherein, gamma is the gravity of the soil body, c is the equivalent cohesive force of the soil body, H 1 is the height of the underground structure, theta 2 is the slip crack surface inclination angle of the sliding soil body, delta 2 is the interface friction angle of the wall soil;
the calculation process according to the mode three stratum damage mode comprises the following steps:
dividing the middle soil body into two areas of rectangular blocks ABCD and wedge-shaped blocks CDE;
Performing vertical balance calculation on the selected primordia of the soil ABCD, and obtaining vertical stress at the depth of Z 3 through boundary conditions after simplification, wherein the expression is:
Wherein:
Z 3 is the sheet element selected height, and, depending on the boundary conditions, when Z 3 = 0, Substituting into (15), the method can obtain
Selecting a micro element for the CDE of the soil body to perform horizontal and vertical balance calculation, and obtaining a mechanical balance equation of the CDE of the combined block in the horizontal and vertical directions to obtain horizontal stress of the micro element of the CDE of the soil body;
Mechanical equilibrium equation of horizontal and vertical directions of simultaneous block CDE and will Substituting, the general solution of the differential equation is calculated as:
Wherein:
As can be seen from the boundary conditions, when Z 3＝H3, From this, the undetermined coefficient C 5 can be determined:
Wherein:
H3＝H1-b tanθ1；
combining the vertical stress at the depth of Z 3 with the CDE infinitesimal horizontal stress of the soil body to obtain a basic equation of the horizontal load of the side wall of the underground structure;
The basic equation of the horizontal load of the side wall of the underground structure under the limited soil body is as follows:
Wherein K 4 is obtained by the formula (1);
and carrying out safety evaluation on the underground structure of the existing structure by utilizing loads under different depths under three modes.
2. An existing underground structure upper portion layer-adding construction safety evaluation system based on the method of claim 1, comprising:
The parameter determining module is used for acquiring actual working condition data and determining three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure based on the actual working condition data;
The transverse load calculation module is used for judging stratum modes based on the relation among three basic parameters of the height of the underground structure, the distance between the enclosing structure and the side wall of the underground structure and the embedding depth of the enclosing structure, and determining each parameter of the enclosing structure, stratum parameters and the position relation between the enclosing structure and the underground structure in each stratum mode to obtain loads under different depths under the three modes;
and the safety evaluation module is used for carrying out safety evaluation on the underground structure of the existing structure by utilizing loads under different depths under three modes.
3. A computer-readable storage medium having stored thereon a computer program, which when executed by a processor, implements the steps of a method for evaluating safety of an existing upper layer construction of an underground structure as claimed in claim 1.
4. A computer device comprising a memory, a processor and a computer program stored on the memory and executable on the processor, wherein the processor performs the steps of a method for evaluating the safety of an existing upper layer construction of an underground structure as claimed in claim 1.
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| JP2006348472A (en) * | 2005-06-13 | 2006-12-28 | Shimizu Corp | Width expanding construction method for existing underground tunnel |
| CN106049560A (en) * | 2016-05-31 | 2016-10-26 | 浙江理工大学 | Simulation model device for down digging construction of adding layer of existing basement |
| CN108984924A (en) * | 2018-07-24 | 2018-12-11 | 上海交通大学 | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall |
| CN110700238A (en) * | 2019-10-08 | 2020-01-17 | 上海建工一建集团有限公司 | Newly-built enclosure structure for existing basement extension and construction method thereof |
| CN113128061A (en) * | 2021-04-25 | 2021-07-16 | 交通运输部公路科学研究所 | Soil pressure acquisition method for adjacent underground engineering asynchronous construction |
| CN114741763A (en) * | 2022-04-19 | 2022-07-12 | 中冶集团武汉勘察研究院有限公司 | Method for calculating active soil pressure of limited soil body of cantilever type supporting structure of foundation pit |
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|---|---|---|---|---|
| JP2006348472A (en) * | 2005-06-13 | 2006-12-28 | Shimizu Corp | Width expanding construction method for existing underground tunnel |
| CN106049560A (en) * | 2016-05-31 | 2016-10-26 | 浙江理工大学 | Simulation model device for down digging construction of adding layer of existing basement |
| CN108984924A (en) * | 2018-07-24 | 2018-12-11 | 上海交通大学 | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall |
| CN110700238A (en) * | 2019-10-08 | 2020-01-17 | 上海建工一建集团有限公司 | Newly-built enclosure structure for existing basement extension and construction method thereof |
| CN113128061A (en) * | 2021-04-25 | 2021-07-16 | 交通运输部公路科学研究所 | Soil pressure acquisition method for adjacent underground engineering asynchronous construction |
| CN114741763A (en) * | 2022-04-19 | 2022-07-12 | 中冶集团武汉勘察研究院有限公司 | Method for calculating active soil pressure of limited soil body of cantilever type supporting structure of foundation pit |
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