CN113128094A - Limited soil mass soil pressure acquisition method considering septal soil width in adjacent underground engineering - Google Patents

Limited soil mass soil pressure acquisition method considering septal soil width in adjacent underground engineering Download PDF

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CN113128094A
CN113128094A CN202110446406.2A CN202110446406A CN113128094A CN 113128094 A CN113128094 A CN 113128094A CN 202110446406 A CN202110446406 A CN 202110446406A CN 113128094 A CN113128094 A CN 113128094A
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soil
depth
septal
angle
theta
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CN113128094B (en
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张翾
王华牢
曲宏福
付金
冯春蕾
李雪峰
吴圣智
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Research Institute of Highway Ministry of Transport
Fourth Engineering Co Ltd of CCCC First Highway Engineering Co Ltd
Shandong Jianzhu University
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Fourth Engineering Co Ltd of CCCC First Highway Engineering Co Ltd
Shandong Jianzhu University
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
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    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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    • G06—COMPUTING; CALCULATING OR COUNTING
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    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
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    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
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    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

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Abstract

A limited soil body soil pressure obtaining method considering the width of septal soil in adjacent underground engineering comprises the following steps: determining design parameters of a foundation pit, load parameters and physical and mechanical parameters of a rock-soil body; determining an initial slip crack surface inclination angle; acquiring the gravity acting power, the ground load acting power, the dissipation energy loss acting power and the pressure acting power of a soil body; establishing an energy consumption balance relational expression, and acquiring a soil pressure stress value and a critical failure angle; and obtaining the critical depth to obtain the soil pressure distribution condition along the depth. The method for acquiring the soil pressure of the limited soil body by considering the width of the septal soil in the adjacent underground engineering is beneficial to evaluating and predicting the excavation safety of foundation pits at two sides of the septal soil in the adjacent underground engineering in advance and provides a basis for designing the inner support.

Description

Limited soil mass soil pressure acquisition method considering septal soil width in adjacent underground engineering
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to a soil pressure acquisition method for a limited soil body.
Background
The excavation of a common foundation pit has high requirements on site conditions, and other buildings need not to exist near the foundation pit. When the foundation pit is influenced by surrounding dense buildings and environments, deformation and extrusion of the foundation pit soil body are limited, and the calculation of active and passive soil pressure of the soil body by adopting a standard algorithm is unsafe. When the traditional method is used for treating the soil pressure and stability, the Rankine soil pressure or Coulomb soil pressure theory is adopted, and the supposed slip crack surface extends to the ground surface from the bottom of the foundation pit along a straight line, so that the supposed slip crack surface cannot meet the condition that the range of the peripheral ground surface is insufficient. Especially for the condition that foundation pits on two sides of middle soil are arranged in adjacent underground engineering and are excavated simultaneously, the width of an interlayer of the adjacent engineering limits the range of the active soil pressure effect of the soil body, and the capability of the soil body for passively resisting the internal support prestress action is reduced.
In order to ensure the excavation safety of the adjacent foundation pit with the septal soil and the reasonable design of the inner support and the prestress, a soil pressure acquisition method suitable for the limited septal soil width is researched, and the premise that the adjacent underground engineering construction and construction is carried out is to solve the problem of the calculation of the soil pressure of the foundation pits at two sides of the septal soil in the adjacent underground engineering.
Disclosure of Invention
In order to solve the defects of the prior art, the invention aims to provide a method for acquiring the soil pressure of a limited soil body by considering the width of the septal soil in the adjacent underground engineering.
In order to achieve the purpose, the method for acquiring the soil pressure of the limited soil body considering the width of the septal soil in the adjacent underground engineering, provided by the invention, comprises the following steps:
determining design parameters of a foundation pit, load parameters and physical and mechanical parameters of a rock-soil body;
determining an initial slip crack surface inclination angle;
acquiring the gravity acting power, the ground load acting power, the dissipation energy loss acting power and the pressure acting power of a soil body;
establishing an energy consumption balance relational expression, and acquiring a soil pressure stress value and a critical failure angle;
and obtaining the critical depth to obtain the soil pressure distribution condition along the depth.
Further, the design parameters of the foundation pit comprise the width of the septal soil and the depth of the foundation pit; the surface load parameter is an overload condition caused by ground materials and vehicles; the physical and mechanical parameters of the rock-soil body comprise the average gravity, the cohesive force and the internal friction angle of the soil body.
Further, the step of determining the initial slip surface inclination angle further comprises the step of determining the initial calculation value of the slip surface inclination angle to be 45 degrees, wherein under the active condition, the slip surface inclination angle changes from 45 degrees to 90 degrees; in the passive condition, the slip surface inclination angle is changed from 0 to 45 degrees.
Further, the step of obtaining the gravity working power of the soil body also comprises,
in the active situation:
Figure BDA0003037092890000021
in the passive case:
Figure BDA0003037092890000022
wherein, WGApplying work for the gravity of the soil body, wherein gamma is the average gravity of the soil body, S is the width of the septal soil, H is the depth of the foundation pit, v is the virtual velocity of the weight of the soil body in a sliding crack manner, theta is the inclination angle of the sliding crack surface,
Figure BDA0003037092890000023
is the internal friction angle.
Further, the step of obtaining the work power of the ground load further comprises,
in the active situation:
Figure BDA0003037092890000024
wherein, WQIs the ground load power, q is the overload condition caused by ground materials and vehicles, S is the width of the septal soil, v is the virtual speed of the septal soil when the septal soil is piled on the soil body to be in failure and to be in sliding crack, theta is the inclination angle of the sliding crack surface,
Figure BDA0003037092890000025
is an internal friction angle;
in the passive case:
WQ＝0。
further, the step of obtaining the work power of the dissipation energy loss further comprises,
Figure BDA0003037092890000031
wherein N is the dissipated energy loss working power, and S isThe width of the septal soil, theta is the inclination angle of the slip crack surface,
Figure BDA0003037092890000032
the internal friction angle, the cohesive force, the edge virtual speed of the middle septal soil ground when the soil body is stacked and carried in a failure and sliding crack mode, and the depth of the foundation pit.
Further, the step of obtaining the pressure power further comprises,
under the active condition, the soil pressure acting power W is obtainedEa：
Figure BDA0003037092890000033
Under passive condition, obtaining the working power W of soil pressureEp：
Figure BDA0003037092890000034
Wherein v is the virtual speed of the middle septal soil surface when the soil body is stacked and loaded in the soil body to be in failure and to be in sliding crack, theta is the inclination angle of the sliding crack surface,
Figure BDA0003037092890000035
is the internal friction angle.
Further, the step of establishing the relation of energy consumption balance further comprises,
under the active condition, the relation formula of energy consumption balance is as follows:
WG+WQ+WEa-N＝0；
in the passive case, the energy consumption balance relationship is:
WG+WQ+WEp-N＝0；
wherein, WGActing on the gravity of the soil, WQFor ground load power, WEaPower of work applied for earth pressure under active conditions, WEpThe work power of the soil pressure under the passive condition is N, and the work power of the dissipation energy loss is N.
Further, the step of obtaining the soil pressure force value further comprises,
under active conditions, the soil pressure stress value EaThe calculation formula of (a) is as follows:
Figure BDA0003037092890000036
in the passive case, the soil pressure force value EpThe calculation formula of (a) is as follows:
Figure BDA0003037092890000041
wherein gamma is the average gravity of the soil body, S is the width of the septal soil, H is the depth of the foundation pit, theta is the dip angle of the slip surface,
Figure BDA0003037092890000042
is the internal friction angle and c is the cohesion.
Further, the step of obtaining the critical failure angle further comprises,
gradually increasing the dip angle of the slip surface, calculating the soil pressure force value, and taking the maximum value of the soil pressure force value as the critical failure angle under the active condition;
and gradually reducing the dip angle of the slip surface, calculating the soil pressure force value, and taking the minimum value of the soil pressure force value as the critical failure angle under the passive condition.
Further, the step of obtaining the critical depth further comprises,
in the active case, the critical depth Hcr,1The calculation formula of (a) is as follows:
Figure BDA0003037092890000043
wherein S is the width of septal soil, thetacr,aCritical failure angle under active condition;
passively, critical depth Hcr,2The calculation formula of (a) is as follows:
Figure BDA0003037092890000044
wherein S is the width of septal soil, thetacr,pIs the critical failure angle in the passive case.
Further, the step of obtaining the soil pressure distribution along the depth further comprises,
when the pit depth is less than the critical depth in the passive case,
active, soil pressure distribution along depth eaComprises the following steps:
Figure BDA0003037092890000045
passive condition, soil pressure distribution along depth epComprises the following steps:
Figure BDA0003037092890000046
wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, q is the overload condition caused by the ground material and the vehicle, theta is the dip angle of the slip crack surface,
Figure BDA0003037092890000047
is the internal friction angle, c is the cohesive force, S is the width of the septal soil, thetacr,aCritical failure angle in the active case, thetacr,pIs the critical failure angle in the passive case.
Further, the step of obtaining the soil pressure distribution along the depth further comprises,
when the pit depth is smaller than the critical depth in the active case and the critical depth in the passive case,
active, soil pressure distribution along depth eaComprises the following steps:
Figure BDA0003037092890000051
passive condition, soil pressure distribution along depth epComprises the following steps:
Figure BDA0003037092890000052
wherein, thetapCalculating by linear interpolation:
Figure BDA0003037092890000053
wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, q is the overload condition caused by the ground material and the vehicle, theta is the dip angle of the slip crack surface,
Figure BDA0003037092890000054
is the internal friction angle, c is the cohesive force, S is the width of the septal soil, thetacr,aCritical failure angle in the active case, thetacr,pIs the critical failure angle in the passive case.
Furthermore, the step of obtaining the soil pressure distribution along the depth further comprises,
when the depth of the foundation pit is greater than the critical depth under the active condition,
active, soil pressure distribution along depth eaComprises the following steps:
Figure BDA0003037092890000055
wherein, thetaaCalculating by linear interpolation:
Figure BDA0003037092890000056
passive condition, soil pressure distribution along depth epComprises the following steps:
Figure BDA0003037092890000057
wherein, thetapCalculating by linear interpolation:
Figure BDA0003037092890000061
wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, q is the overload condition caused by the ground material and the vehicle, theta is the dip angle of the slip crack surface,
Figure BDA0003037092890000062
is the internal friction angle, c is the cohesive force, S is the width of the septal soil, thetacr,aCritical failure angle in the active case, thetacr,pIs the critical failure angle in the passive case.
In order to achieve the above object, the present invention further provides an electronic device, which includes a memory and a processor, wherein the memory stores a computer program running on the processor, and the processor executes the computer program to execute the steps of the method for obtaining soil pressure of a limited soil mass considering the width of the soil mass in an adjacent underground project.
To achieve the above object, the present invention also provides a computer-readable storage medium having stored thereon a computer program which is operable to execute the steps of the limited soil pressure acquisition method considering the width of soil in an adjoining underground construction as described above.
Compared with the prior art, the method for acquiring the soil pressure of the limited soil body considering the septal soil width in the adjacent underground engineering has the following beneficial effects:
the soil pressure calculation method of the limited soil body with the septal soil provided by the invention is suitable for the field of underground building construction with the adjacent underground engineering in which foundation pits at two sides of the septal soil are synchronously constructed and the septal soil range is narrow. Under the condition that the width of the middle soil is limited or the excavation depth of foundation pits at two sides is large, the generation of active and passive soil pressure of the soil body is limited.
Therefore, the invention provides the active and passive soil pressure calculation method considering the width of the septal soil in the adjacent underground engineering, the method has high reliability, simple calculation method and reliable theory, is favorable for evaluating and predicting the excavation safety of the foundation pits at two sides of the septal soil in the adjacent underground engineering in advance, and provides a basis for the design of the inner support.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The accompanying drawings 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 principles of the invention and not to limit the invention. In the drawings:
FIG. 1 is a flow chart of a method for finite soil mass soil pressure acquisition considering the width of septal soil in adjoining subterranean formations according to the present invention;
FIG. 2 is a schematic view of a soil pressure calculation model of a confined body with septal soil according to the present invention;
FIG. 3 is a graph showing the results of the distribution of soil pressure along depth in the active case according to the present invention;
fig. 4 is a schematic structural diagram of an electronic device according to the present invention.
Detailed Description
The preferred embodiments of the present invention will be described in conjunction with the accompanying drawings, and it will be understood that they are described herein for the purpose of illustration and explanation and not limitation.
The embodiment of the invention provides a finite soil mass soil pressure calculation method relating to foundation pit construction at two sides of septal soil in adjacent underground engineering, and provides an energy equation-based solving method aiming at the condition that a standard algorithm cannot accurately calculate the finite soil mass condition.
Example 1
Fig. 1 is a flowchart of a method for acquiring a finite soil mass pressure considering a septal soil width in an adjacent underground project according to the present invention, and the method for acquiring a finite soil mass pressure considering a septal soil width in an adjacent underground project according to the present invention will be described in detail with reference to fig. 1.
Firstly, in step 101, foundation pit design parameters, earth surface load parameters and physical and mechanical parameters of rock and soil mass are determined.
In the embodiment of the invention, the design parameters of the foundation pit are determined by a design scheme, and comprise the width S of the septal soil and the depth H of the foundation pit in the current excavation process.
In the embodiment of the invention, the ground surface load parameter is an overload condition q caused by ground materials and vehicles, and is obtained by calculating the ground surface load parameter according to the weight of materials stacked above the septal soil and the weight of the constructed machinery. Under normal loading, the surface loading parameter can be 20 kPa.
In the embodiment of the invention, the physical and mechanical parameters of the rock-soil mass are determined by sampling and experimental means, including the average gravity gamma, cohesive force c and internal friction angle of the soil mass
Figure BDA0003037092890000071
At step 102, an initial slip face inclination angle θ is determined and used as an initial value for the active and passive conditions.
In the embodiment of the invention, the slip surface inclination angle theta is set to be 45 degrees as an initial calculation value. In the active condition, theta varies from 45 deg. to 90 deg.; in the passive case, θ varies from 0 to 45.
In step 103, the gravity working power of the soil body is obtained.
In the embodiment of the invention, the gravity acting power of the soil body represents the acting power of the weight of the soil body sliding crack body on the vertical component along the virtual speed v.
In the embodiment of the invention, under the active condition, the gravity working power W of the soil bodyGThe calculation formula of (a) is as follows:
Figure BDA0003037092890000081
wherein gamma is the average gravity of the soil body, S is the width of the septal soil, and H is the depth of the foundation pitAnd theta is the inclination angle of the slip crack surface,
Figure BDA0003037092890000082
and v is the internal friction angle and the weight edge virtual speed of the soil body sliding crack body.
Under passive condition, the gravity working power W of the soil bodyGThe calculation formula of (a) is as follows:
Figure BDA0003037092890000083
wherein gamma is the average gravity of the soil body, S is the width of the septal soil, H is the depth of the foundation pit, v is the edge virtual speed of the weight of the soil body sliding crack, theta is the sliding crack surface inclination angle,
Figure BDA0003037092890000084
is the internal friction angle.
At step 104, the ground load power is obtained.
In the embodiment of the invention, the ground load power WQRepresenting the acting power of the septal soil ground heaped on the vertical component along the virtual speed v when the soil body fails and slips, wherein the earth surface heaped load belongs to unfavorable load under the active condition; the passive case is favorable load, but in view of the unevenness and uncertainty of the ground loading, the passive case takes unfavorable condition calculation, i.e. the ground overload is not considered.
In the embodiment of the invention, under the active condition, the ground load power WQThe calculation formula of (a) is as follows:
Figure BDA0003037092890000085
wherein q is the overload condition caused by ground materials and vehicles, S is the width of the septal soil, v is the virtual speed of the septal soil when the septal soil is piled on the soil body to be in failure and slipped, theta is the inclined angle of the slipping surface,
Figure BDA0003037092890000086
is the internal friction angle.
In the passive case, the calculation formula of the ground load power is as follows:
WQ＝0。
in step 105, the work power lost by the dissipated energy is obtained.
In the embodiment of the invention, under the active and passive conditions, the calculation formulas of the dissipated energy loss acting power N are as follows:
Figure BDA0003037092890000091
wherein S is the width of septal soil, theta is the inclination angle of a slip surface,
Figure BDA0003037092890000092
the internal friction angle, the cohesive force, the edge virtual speed of the middle septal soil ground when the soil body is stacked and carried in a failure and sliding crack mode, and the depth of the foundation pit.
In the embodiment of the invention, the dissipative energy loss takes the cohesive force action on the slip crack surface into consideration, and the cohesive force can block the slip crack of the soil body and cause the power consumption.
At step 106, active earth pressure power W is obtainedEaAnd passive earth pressure acting power WEp。
In the embodiment of the invention, under the active condition, the active soil pressure does work power WEaThe calculation formula of (a) is as follows:
Figure BDA0003037092890000093
wherein Ea is the soil pressure resultant value under the active condition, v is the virtual speed of the middle septal soil surface when the soil body is stacked and carried in failure and slipped, theta is the slip surface inclination angle,
Figure BDA0003037092890000094
is the internal friction angle.
Under passive condition, passive earth pressure acting power WEpThe calculation formula of (a) is as follows:
Figure BDA0003037092890000095
wherein Ep is the soil pressure resultant value under the passive condition, v is the virtual speed of the septal soil surface when the soil body is stacked and loaded in the soil body to lose efficacy and slide crack, theta is the inclination angle of the sliding crack surface,
Figure BDA0003037092890000096
is the internal friction angle.
In step 107, a relationship for energy consumption balancing is established.
In the embodiment of the invention, under the active condition, the relation of energy consumption balance is as follows:
WG+WQ+WEa-N＝0；
in the passive case, the energy consumption balance relationship is:
WG+WQ+WEp-N＝0。
in the embodiment of the invention, the active soil pressure and the passive soil pressure do work in the steps 106 and 107, so that the self weight of the balance soil body, the ground overload and the dissipated energy do work.
At step 108, a soil pressure force value is obtained.
In the embodiment of the invention, under the active condition, the soil pressure stress value EaThe calculation formula of (a) is as follows:
Figure BDA0003037092890000101
wherein gamma is the average gravity of the soil body, S is the width of the septal soil, H is the depth of the foundation pit, theta is the dip angle of the slip crack surface,
Figure BDA0003037092890000102
is the internal friction angle and c is the cohesion.
In the passive case, the soil pressure force value EpThe calculation formula of (a) is as follows:
Figure BDA0003037092890000103
wherein gamma is the average gravity of the soil body, S is the width of the septal soil, H is the depth of the foundation pit, theta is the dip angle of the slip crack surface,
Figure BDA0003037092890000104
is the internal friction angle and c is the cohesion.
In step 109, the critical failure angle θ under active condition is obtainedcr,aAnd critical failure angle theta in passive casecr,p。
In the embodiment of the invention, the value of theta is gradually increased and decreased respectively, and E is calculateda、EpUntil E is foundaAnd EpTo obtain the critical failure angle of theta in two casescr,aAnd thetacr,p。
In the embodiment of the invention, the resultant force of the soil pressure in the step 108 and the step 109 is changed along with the assumed slip fracture surface inclination angle theta, and under the active condition, the value of theta is increased by 1 DEG every time the resultant force of the soil pressure is calculated until E is foundaMaximum value of (d); in the passive case, the value of theta is reduced by 1 DEG for each calculation of the resultant force of earth pressure until E is foundpAnd (3) stopping the loop calculation.
At step 110, a critical depth H is obtainedcr。
In the embodiment of the present invention, the critical depth H is determined under the active conditioncr,1The calculation formula of (a) is as follows:
Figure BDA0003037092890000105
wherein S is the width of septal soil, thetacr,aIs the critical failure angle in the active case.
Passively, critical depth Hcr,2The calculation formula of (a) is as follows:
Figure BDA0003037092890000106
wherein S is the width of septal soil, thetacr,pIn a passive conditionLower critical failure angle.
In general, H is satisfiedcr,2<Hcr,1。
In the embodiment of the present invention, the critical depth HcrWhen the depth is smaller than the value, the calculation is carried out according to the Rankine theory assumption, and when the depth is larger than the value, the rock-soil body slip crack surface is along a broken line, and the width of the septal soil needs to be considered.
In step 111, the soil pressure distribution along the depth is obtained.
In the embodiment of the invention, the depth H of the foundation pit<Hcr,2Within the range, the soil pressure distribution is calculated according to the Rankine theory:
active, soil pressure distribution along depth ea：
Figure BDA0003037092890000111
Passive condition, soil pressure distribution along depth ep：
Figure BDA0003037092890000112
Wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, theta is the dip angle of the slip crack surface,
Figure BDA0003037092890000113
is the internal friction angle.
In the embodiment of the invention, the depth H of the foundation pit<Hcr,1And H > Hcr,2Within the range, the active soil pressure distribution is calculated according to the Rankine theory, and the passive soil pressure considers the influence of septal soil and is as follows:
active, soil pressure distribution along depth ea：
Figure BDA0003037092890000114
Passive condition, soil pressure distribution along depth ep：
Figure BDA0003037092890000115
Wherein, thetapCalculating by linear interpolation:
Figure BDA0003037092890000116
in the embodiment of the invention, the depth H of the foundation pit is more than Hcr,1In the range, the active and passive conditions all take the influence of septal soil into account, i.e.
Active, soil pressure distribution along depth ea：
Figure BDA0003037092890000117
Wherein, thetaaCalculating by linear interpolation:
Figure BDA0003037092890000121
passive condition, soil pressure distribution along depth ep：
Figure BDA0003037092890000122
Wherein, thetapCalculating by linear interpolation:
Figure BDA0003037092890000123
in the embodiment of the invention, the soil pressure along the depth needs to be respectively calculated by combining the depth range of the calculation point. Depth less than critical value, soil pressure distribution by Rankine theory, slip crack surface inclinationAngle measuring device
Figure BDA0003037092890000124
The positive sign corresponds to the active condition and the negative sign corresponds to the passive condition; the depth is larger than the critical value, and the slip surface inclination angle is obtained through linear interpolation.
Example 2
Fig. 2 is a schematic view of a soil pressure calculation model of a limited soil body with septal soil according to the present invention, as shown in fig. 2, under the condition that the limited width septal soil exists, the two sides of the foundation pit are synchronously excavated for construction, and the septal soil body with only half width of the soil pressure under the active condition and the passive condition is provided. When the active destruction is carried out, the soil body moves towards the inner side of the foundation pit, and the virtual speed on the fracture surface and the fracture surface form a certain angle and point to one side of the foundation pit. When the passive destruction, the soil body is far away from one side of the foundation pit and is displaced, and the virtual speed on the fracture surface and the fracture surface form a certain angle and are back to one side of the foundation pit.
In the embodiment of the invention, foundation pits on two sides of the septal soil in adjacent underground engineering are synchronously excavated, the total depth is 20 meters, and the width of the septal soil is 12 meters. The ground overload is counted as q is 20 kPa; soil mechanical parameter, heavy gamma 19.6kN/m3Cohesion c 15kPa and internal friction angle
Figure BDA0003037092890000125
Fig. 3 is a schematic diagram showing the distribution result of the soil pressure along the depth under the active condition, as shown in fig. 3, the calculation result of the soil pressure of the limited soil body related to the construction of the septal soil foundation pit is a zigzag shape distributed along the depth, and at the critical depth (about 15-16m depth), the soil pressure has a sudden change, and the soil pressure effect exerted by the soil body is limited. Therefore, when the depth is small, the soil pressure value is large; when the depth is larger, the depth is limited by the width of the septal soil, and the soil pressure value is smaller than the common situation.
Example 3
An embodiment of the present invention further provides an electronic device, fig. 4 is a schematic structural diagram of an electronic device according to the present invention, and as shown in fig. 4, the electronic device 40 of the present invention includes a processor 401 and a memory 402, wherein,
the memory 402 stores a computer program that, when read and executed by the processor 401, performs the steps of the above-described embodiment of the method for finite soil pressure acquisition that takes into account the width of the septal soil in the adjoining subterranean formation.
Example 4
Embodiments of the present invention also provide a computer-readable storage medium having a computer program stored therein, where the computer program is configured to execute the steps in the above-mentioned method for obtaining a limited soil pressure in consideration of a width of soil in an adjacent underground construction.
In this embodiment, the computer-readable storage medium may include, but is not limited to: various media capable of storing computer programs, such as a usb disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a removable hard disk, a magnetic disk, or an optical disk.
The method for acquiring the limited soil body soil pressure by considering the width of the septal soil in the adjacent underground engineering, which is disclosed by the invention, considers the width of the septal soil and a theoretical solution method for synchronous excavation of foundation pits at two sides, and is suitable for designing the foundation pit supporting scheme in departments such as traffic tunnels, subway engineering, municipal pipe galleries, underground squares and the like.
Those of ordinary skill in the art will understand that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that changes may be made in the embodiments and/or equivalents thereof without departing from the spirit and scope of the invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (16)

1. A limited soil body soil pressure obtaining method considering the width of septal soil in adjacent underground engineering comprises the following steps:
determining design parameters of a foundation pit, load parameters and physical and mechanical parameters of a rock-soil body;
determining an initial slip crack surface inclination angle;
acquiring the gravity acting power, the ground load acting power, the dissipation energy loss acting power and the pressure acting power of a soil body;
establishing an energy consumption balance relational expression, and acquiring a soil pressure stress value and a critical failure angle;
and obtaining the critical depth to obtain the soil pressure distribution condition along the depth.
2. The method of claim 1, wherein the foundation pit design parameters include, width of septal soil and foundation pit depth; the surface load parameter is an overload condition caused by ground materials and vehicles; the physical and mechanical parameters of the rock-soil body comprise the average gravity, the cohesive force and the internal friction angle of the soil body.
3. The method of claim 1, wherein the step of determining an initial slip face inclination angle further comprises determining the initial slip face inclination angle as 45 °, wherein in an active case, the slip face inclination angle varies from 45 ° to 90 °; in the passive condition, the slip surface inclination angle is changed from 0 to 45 degrees.
4. The method of claim 3, wherein the step of obtaining the gravitational work power of the earth mass further comprises,
in the active situation:
Figure FDA0003037092880000011
in the passive case:
Figure FDA0003037092880000012
wherein, WGActing power for gravity of soil body, gamma being soil bodyAverage gravity, S is the width of the septal soil, H is the depth of the foundation pit, v is the edge virtual speed of the weight of the soil body sliding crack, theta is the sliding crack surface inclination angle,
Figure FDA0003037092880000021
is the internal friction angle.
5. The method of claim 3, wherein said step of deriving ground load work power further comprises,
in the active situation:
Figure FDA0003037092880000022
wherein, WQIs the ground load power, q is the overload condition caused by ground materials and vehicles, S is the width of the septal soil, v is the virtual speed of the septal soil when the septal soil is piled on the soil body to be in failure and to be in sliding crack, theta is the inclination angle of the sliding crack surface,
Figure FDA0003037092880000023
is an internal friction angle;
in the passive case:
WQ＝0。
6. the method of claim 3, wherein the step of deriving dissipated work energy loss power further comprises,
Figure FDA0003037092880000024
wherein N is the dissipated energy loss acting power, S is the width of the septal soil, theta is the inclined angle of the slip surface,
Figure FDA0003037092880000025
is the internal friction angle, c is cohesive force, v is the edge virtual speed of the middle septal soil surface when the soil body is in failure and sliding crack, and H isAnd (5) the depth of the foundation pit.
7. The method of claim 3, wherein the step of obtaining pressure work power further comprises,
under the active condition, the soil pressure acting power W is obtainedEa：
Figure FDA0003037092880000026
Under passive condition, obtaining the working power W of soil pressureEp：
Figure FDA0003037092880000027
Wherein v is the virtual speed of the middle septal soil surface when the soil body is stacked and loaded in the soil body to be in failure and to be in sliding crack, theta is the inclination angle of the sliding crack surface,
Figure FDA0003037092880000031
is the internal friction angle.
8. The method of claim 3, wherein the step of establishing the relationship for energy consumption balance further comprises,
under the active condition, the relation formula of energy consumption balance is as follows:
WG+WQ+WEa-N＝0；
in the passive case, the energy consumption balance relationship is:
WG+WQ+WEp-N＝0；
wherein, WGActing on the gravity of the soil, WQFor ground load power, WEaPower of work applied for earth pressure under active conditions, WEpThe work power of the soil pressure under the passive condition is N, and the work power of the dissipation energy loss is N.
9. The method of claim 3, wherein the step of obtaining a soil stress tolerance value further comprises,
under active conditions, the soil pressure stress value EaThe calculation formula of (a) is as follows:
Figure FDA0003037092880000032
in the passive case, the soil pressure force value EpThe calculation formula of (a) is as follows:
Figure FDA0003037092880000033
wherein gamma is the average gravity of the soil body, S is the width of the septal soil, H is the depth of the foundation pit, theta is the dip angle of the slip surface,
Figure FDA0003037092880000034
is the internal friction angle and c is the cohesion.
10. The method of claim 3, wherein said step of obtaining a critical failure angle further comprises,
gradually increasing the dip angle of the slip surface, calculating the soil pressure force value, and taking the maximum value of the soil pressure force value as the critical failure angle under the active condition;
and gradually reducing the dip angle of the slip surface, calculating the soil pressure force value, and taking the minimum value of the soil pressure force value as the critical failure angle under the passive condition.
11. The method of claim 3, wherein said step of obtaining a critical depth further comprises,
in the active case, the critical depth Hcr,1The calculation formula of (a) is as follows:
Figure FDA0003037092880000041
wherein S is the width of septal soil, thetacr,aCritical failure angle under active condition;
passively, critical depth Hcr,2The calculation formula of (a) is as follows:
Figure FDA0003037092880000042
wherein S is the width of septal soil, thetacr,pIs the critical failure angle in the passive case.
12. The method of claim 3, wherein said step of obtaining a distribution of soil pressure across the depth further comprises,
when the pit depth is less than the critical depth in the passive case,
active, soil pressure distribution along depth eaComprises the following steps:
Figure FDA0003037092880000043
passive condition, soil pressure distribution along depth epComprises the following steps:
Figure FDA0003037092880000044
wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, q is the overload condition caused by the ground material and the vehicle, theta is the dip angle of the slip crack surface,
Figure FDA0003037092880000045
is the internal friction angle, c is the cohesive force, S is the width of the septal soil, thetacr,aCritical failure angle in the active case, thetacr,pIs the critical failure angle in the passive case.
13. The method of claim 3, wherein said step of obtaining a distribution of soil pressure across the depth further comprises,
when the pit depth is smaller than the critical depth in the active case and the critical depth in the passive case,
active, soil pressure distribution along depth eaComprises the following steps:
Figure FDA0003037092880000046
passive condition, soil pressure distribution along depth epComprises the following steps:
Figure FDA0003037092880000051
wherein, thetapCalculating by linear interpolation:
Figure FDA0003037092880000052
wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, q is the overload condition caused by the ground material and the vehicle, theta is the dip angle of the slip crack surface,
Figure FDA0003037092880000053
is the internal friction angle, c is the cohesive force, S is the width of the septal soil, thetacr,aCritical failure angle in the active case, thetacr,pIs the critical failure angle in the passive case.
14. The method of claim 3, wherein said step of obtaining a distribution of soil pressure across the depth further comprises,
when the depth of the foundation pit is greater than the critical depth under the active condition,
active, soil pressure distribution along depth eaComprises the following steps:
Figure FDA0003037092880000054
wherein, thetaaCalculating by linear interpolation:
Figure FDA0003037092880000055
passive condition, soil pressure distribution along depth epComprises the following steps:
Figure FDA0003037092880000056
wherein, thetapCalculating by linear interpolation:
Figure FDA0003037092880000057
wherein gamma is the average gravity of the soil body, H is the depth of the foundation pit, H is the depth of the calculation point, q is the overload condition caused by the ground material and the vehicle, theta is the dip angle of the slip crack surface,
Figure FDA0003037092880000061
is the internal friction angle, c is the cohesive force, S is the width of the septal soil, thetacr,aCritical failure angle in the active case, thetacr,pIs the critical failure angle in the passive case.
15. An electronic device, comprising a memory and a processor, wherein the memory stores a computer program running on the processor, and the processor executes the steps of the method for setting nonlinear coefficient threshold of infrared hyperspectral interferometer detector according to any of claims 1 to 14 when running the computer program.
16. A computer-readable storage medium, on which a computer program is stored, which when executed performs the steps of the method for thresholding nonlinear coefficients of an infrared hyperspectral interferometer detector as claimed in any of claims 1 to 14.
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