CN117057101A - 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
- Publication number
- CN117057101A CN117057101A CN202310882378.8A CN202310882378A CN117057101A CN 117057101 A CN117057101 A CN 117057101A CN 202310882378 A CN202310882378 A CN 202310882378A CN 117057101 A CN117057101 A CN 117057101A
- Authority
- CN
- China
- Prior art keywords
- underground structure
- mode
- stratum
- soil
- safety
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 38
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000004364 calculation method Methods 0.000 claims abstract description 36
- 230000006378 damage Effects 0.000 claims abstract description 36
- 230000008569 process Effects 0.000 claims abstract description 9
- 239000002689 soil Substances 0.000 claims description 75
- PCTMTFRHKVHKIS-BMFZQQSSSA-N (1s,3r,4e,6e,8e,10e,12e,14e,16e,18s,19r,20r,21s,25r,27r,30r,31r,33s,35r,37s,38r)-3-[(2r,3s,4s,5s,6r)-4-amino-3,5-dihydroxy-6-methyloxan-2-yl]oxy-19,25,27,30,31,33,35,37-octahydroxy-18,20,21-trimethyl-23-oxo-22,39-dioxabicyclo[33.3.1]nonatriaconta-4,6,8,10 Chemical compound C1C=C2C[C@@H](OS(O)(=O)=O)CC[C@]2(C)[C@@H]2[C@@H]1[C@@H]1CC[C@H]([C@H](C)CCCC(C)C)[C@@]1(C)CC2.O[C@H]1[C@@H](N)[C@H](O)[C@@H](C)O[C@H]1O[C@H]1/C=C/C=C/C=C/C=C/C=C/C=C/C=C/[C@H](C)[C@@H](O)[C@@H](C)[C@H](C)OC(=O)C[C@H](O)C[C@H](O)CC[C@@H](O)[C@H](O)C[C@H](O)C[C@](O)(C[C@H](O)[C@H]2C(O)=O)O[C@H]2C1 PCTMTFRHKVHKIS-BMFZQQSSSA-N 0.000 claims description 18
- 238000004590 computer program Methods 0.000 claims description 14
- 230000015572 biosynthetic process Effects 0.000 claims description 13
- 238000011156 evaluation Methods 0.000 claims description 13
- 238000003860 storage Methods 0.000 claims description 9
- 230000008859 change Effects 0.000 claims description 4
- 230000005484 gravity Effects 0.000 claims description 3
- 238000009795 derivation Methods 0.000 claims 1
- 238000009412 basement excavation Methods 0.000 abstract description 7
- 238000013461 design Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 9
- 238000012360 testing method Methods 0.000 description 6
- 230000006870 function Effects 0.000 description 4
- 238000012545 processing Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 230000003287 optical effect Effects 0.000 description 2
- 235000013619 trace mineral Nutrition 0.000 description 2
- 239000011573 trace mineral Substances 0.000 description 2
- NAWXUBYGYWOOIX-SFHVURJKSA-N (2s)-2-[[4-[2-(2,4-diaminoquinazolin-6-yl)ethyl]benzoyl]amino]-4-methylidenepentanedioic acid Chemical compound C1=CC2=NC(N)=NC(N)=C2C=C1CCC1=CC=C(C(=O)N[C@@H](CC(=C)C(O)=O)C(O)=O)C=C1 NAWXUBYGYWOOIX-SFHVURJKSA-N 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- General Physics & Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
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 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 extending from the pit corner and blocked by the guard piles, and the height H of the underground structure is determined through the actual working condition 1 And judging the damage mode in the working condition by three basic parameters, namely the distance b between the enclosing structure and the side wall of the underground structure and the embedding depth h of the enclosing structure. 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 the height H of an underground structure based on the actual working condition data 1 Three basic parameters, namely the distance b between the enclosure structure and the side wall of the underground structure and the embedding depth h of the enclosure structure;
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 greater than or equal to H 1 Calculating according to the mode three middle soil body destruction mode;
if b is more than or equal to 0 and less than H 1 The size of the embedding depth h of the enclosure structure is further considered;
if 0 < H < H 1 -btan theta, then calculated according to the mode-one slip fracture surface through failure mode;
if H is greater than or equal to H 1 -btan theta, then calculated according to mode two finite soil mass failure 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 height of the underground structure; b 0 The width of the top of the wedge-shaped sliding block when the sliding fracture surface of the side wall of the underground structure extends to the pit bottom is b 0 ＝H 1 Tan θ; 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 as the rankine active earth 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 between the guard piles and two points of the side wall of the underground structure is b, and 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 section of the top plate of the underground structure is b 0 The damage angle of the soil body slip crack surface is theta 1 Wherein b 0 ＝H 1 cotθ 1 ，Z 1 Selecting depth Z of thin-layer infinitesimal from trapezoid block ABCD 2 Selecting the depth of thin-layer infinitesimal from the wedge-shaped block CEG, and b is the distance between the enclosing structure and the underground structure, wherein 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;
c in the formula 1 Taking into account boundary conditions, Z, of the slider ABCD for the undetermined coefficients in the differential equation 1 When the value of the sum is =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->Is brought into simplification and a differential equation is solved to obtain Z 2 Vertical normal stress of lamellar microelements under depth +.>Namely:
wherein:
according to the boundary condition 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, to Z 1 ＝H 0 ，Carry-over 4 is available:
when Z is 2 ＝H 0 In the time-course of which the first and second contact surfaces,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 height of the underground structure; b 1 The width of the triangular soil wedge body; e (E) 1 Soil pressure acting on the side wall of the underground structure; w (W) 3 For the dead weight of the slip crack soil body of each linear meter,R 2 is the counterforce of the soil body at the lower part of the slip crack surface; c 2 The adhesive force between the side wall and the soil adjacent to the side wall is obtained; 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 To slide the slip crack surface dip angle delta of the soil body 2 Is the interfacial 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:
for (10) about theta 2 Derivative and orderCan be solved to obtain the slip crack surface inclination angle theta 2 ：
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, b is the distance between the foundation pit support structure and the underground structure in the calculation model, H 3 Height of rectangular block ABCD, H 1 For the height of the underground structure, theta 1 Z is the fracture angle of the slip plane 3 And selecting the height for the lamellar unit, dividing the middle soil body into two areas of rectangular blocks ABCD and wedge-shaped blocks CDE, and respectively carrying out lamellar unit analysis on the two areas.
(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:
z is according to boundary conditions 3 When the value of the sum is =0,in the formula (15), +.>
(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:
by boundary conditionsIt can be seen that when Z 3 ＝H 3 In the time-course of which the first and second contact surfaces,from this, the undetermined coefficient C can be obtained 5 ：
Wherein:
H 3 ＝H 1 -btanθ 1
(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 is 4 The result is obtained by equation 1.
In one model test of the method of this example:
determination of the height H of a subsurface Structure in a model test 1 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. Calculated to satisfy b < H more than or equal to 0 1 Tan θ and 0 < H < H 1 -btan theta, thus solved using a formation failure mode-calculation method. Wall soil friction angle and pile soil friction angle taking in model test
The model test adopts fine sand with finer grain diameter and uniform grading, the average grain diameter is 0.25mm, the water content of test sand is zero, and the gravity is 18 KN.m in consideration of the error of the test sand spreading process -3 The friction angle was 30 °, and the cohesion was 0.
Substituting the relational number into the formula (1) to obtain K 2 =0.28, will depth Z 2 Equal to 0cm, 5cm, 10cm, 15cm, 20cm, 25cm, 30cm, 35cm, 40cm, 45cm, 50cm and 55cm are taken into formula (9), and the corresponding Z can be found 2 And drawing a line graph of transverse load values of the underground structure under the depth, as shown in 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 disk, 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 (10)
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 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.
2. The method for evaluating the safety of the upper layer-adding construction of the existing underground structure according to claim 1, wherein the method for judging the stratum mode is 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 specifically comprises the following steps:
if b is greater than or equal to H 1 Calculating the tan theta according to the third mode stratum destruction mode;
if b is more than or equal to 0 and less than H 1 The size of the embedding depth h of the enclosure structure is further considered; if 0 < H < H 1 -btan theta, then calculated in a first mode formation failure mode; if H is greater than or equal to H 1 -btan theta, then calculated in a second mode formation failure mode;
wherein H is 1 The height of the underground structure, b is the distance between the enclosure structure and the side wall of the underground structure, h is the embedding depth of the enclosure structure, and theta is the slip crack surface inclination angle.
3. The method for evaluating the safety of the upper layer-adding construction of the existing underground structure according to claim 2, wherein the first mode is a soil slip 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.
4. The method for evaluating the safety of the upper layer-adding construction of the existing underground structure according to claim 1, wherein in each stratum mode, the soil pressure calculation is carried out on a limited soil body by using a thin layer unit method and a sliding wedge body theory, and each parameter of the enclosure structure, stratum parameters and the position relation between the enclosure structure and the underground structure are determined, so that the transverse load of the underground structure at a specific depth is obtained.
5. The method for evaluating the safety of upper layer construction of an existing underground structure according to claim 2, wherein the process of calculating according to the first mode stratum destruction mode comprises the steps of:
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;
determining the height from the top plate of the underground structure to the earth surface, the height of the existing underground structure, the width of the section of the top plate of the underground structure and the damage angle of the sliding fracture surface of the soil body;
based on the parameters, selecting the microelements of the soil body ABCD to perform horizontal and vertical balance calculation, and solving the boundary conditions of the sliding block ABCD to obtain the transverse load of the trapezoidal block ABCD under the depth of selecting the thin-layer microelements;
based on the parameters, horizontal and vertical balance calculation is carried out on the element selected by the soil CEG, and the lateral load of the wedge-shaped block CEG under the depth of the thin-layer element selected by the wedge-shaped block CEG is obtained by combining the boundary conditions of the wedge-shaped block CEG.
6. The method for evaluating the safety of the upper layer construction of the existing underground structure according to claim 2, wherein the process of calculating according to the mode two stratum destruction mode comprises the following steps:
establishing a balance equation in the horizontal and vertical directions for the wedge-shaped sliding block;
will beAnd->Substituting the sliding crack inclination angle into a balance equation to simplify the derivation, and enabling the partial derivative to be equal to zero to obtain the sliding crack inclination angle;
the simplified equation is subjected to form change to obtain the transverse load at the h elevation below the bottom of the foundation pit;
wherein gamma is the gravity of the soil body, c is the cohesive force of the soil body, H 1 For the height of the underground structure, theta 2 To slide the slip crack surface dip angle delta of the soil body 2 Is the interface friction angle of the wall soil,is the internal friction angle of the soil body.
7. The method for evaluating the safety of the upper layer-adding construction of the existing underground structure according to claim 2, wherein 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 body ABCD, and obtaining vertical stress at Z depth through boundary conditions after simplification;
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;
and combining the vertical stress at the Z depth and the soil CDE infinitesimal horizontal stress to obtain a basic equation of the horizontal load of the side wall of the underground structure.
8. An existing underground structure upper portion increases layer construction safety evaluation system, which characterized in that includes:
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.
9. A computer-readable storage medium, on which a computer program is stored, characterized in that the program, when being executed by a processor, implements the steps in a method for evaluating the safety of an existing underground structure upper layer construction according to any one of claims 1 to 7.
10. A computer device comprising a memory, a processor and a computer program stored on the memory and executable on the processor, wherein the processor, when executing the program, performs the steps of a method of evaluating the safety of an existing upper layer construction of an underground structure as claimed in any one of claims 1 to 7.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310882378.8A CN117057101B (en) | 2023-07-18 | 2023-07-18 | Method and system for evaluating upper layer-adding construction safety of existing underground structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310882378.8A CN117057101B (en) | 2023-07-18 | 2023-07-18 | Method and system for evaluating upper layer-adding construction safety of existing underground structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN117057101A true CN117057101A (en) | 2023-11-14 |
| CN117057101B CN117057101B (en) | 2024-04-19 |
Family
ID=88654376
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310882378.8A Active CN117057101B (en) | 2023-07-18 | 2023-07-18 | Method and system for evaluating upper layer-adding construction safety of existing underground structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117057101B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
-
2023
- 2023-07-18 CN CN202310882378.8A patent/CN117057101B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN117057101B (en) | 2024-04-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106339554B (en) | A kind of excavation of foundation pit causes the calculation method of neighbouring existing Subway Tunnel Displacement | |
| Sheng et al. | Estimating the excavation disturbed zone in the permanent shiplock slopes of the Three Gorges Project, China | |
| CN109024610A (en) | A kind of steel sheet pile purlin support system and the foundation ditch construction method using the support system | |
| CN105160138A (en) | Channel flow solid coupling stability analysis method | |
| Weber et al. | Numerical modelling of stone columns in soft clay under an embankment | |
| CN117057101B (en) | Method and system for evaluating upper layer-adding construction safety of existing underground structure | |
| Tajduś | Numerical simulation of underground mining exploitation influence upon terrain surface | |
| Yildiz et al. | Numerical modelling of Haarajoki test embankment on soft clays with and without PVDs | |
| CN104655439B (en) | The in-situ detection method of gravity type wharf security | |
| Serridge et al. | A review of field trials investigating the performance of partial depth vibro stone columns in a deep soft clay deposit | |
| Bunyamin et al. | Settlement Modelling of Raft Footing Founded on Oferekpe/Abakaliki Shale in South East Region of Nigeria | |
| CN108133108A (en) | A kind of method predicted artesian water precipitation and influenced on building settlement | |
| Zohair et al. | Analysis for stabilization of soil slope in silty soil with replacement of soil cement | |
| CN208604604U (en) | A kind of steel sheet pile purlin support system | |
| Besseling | Soil-structure interaction modelling in performance-based Seismic Jetty Design | |
| Naeini et al. | Numerical Investigation of Embankment Settlement Improved by Method of Preloading by Vertical Drains | |
| Tschuchnigg | Optimization of a deep foundation with diaphragm wall panels employing 3D FE analysis | |
| Popescu et al. | Geotechnical Risk Assessment and Back Analysis of Ground Movements Induced by Tunnel and Open-Cut Excavations | |
| Popescu et al. | Landslide stabilizing piles: a design based on the results of slope failure back analysis | |
| Nguyen et al. | Ground Improvement of Mekong Delta Soft Clay by Preloading with PVD and Vacuum at A Site in Southern Vietnam | |
| Ferley et al. | Analysis of Cave System in Weak Sandstone Using RS2 | |
| Reyes et al. | 3D dynamic analysis of a valley-fill heap leach pad | |
| Young et al. | Foundation performance of mat-supported jack-up rigs in soft clays | |
| Elgendy et al. | Effect of deepening in-front of port-said east port diaphragm quay wall | |
| Hadi et al. | Effect of Diameter of Micropile on the Minaret Behavior during Earthquake, Virtual study |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |