CN117074180A - Method for measuring pressure change of underground soil body of building - Google Patents

Method for measuring pressure change of underground soil body of building Download PDF

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CN117074180A
CN117074180A CN202311336856.1A CN202311336856A CN117074180A CN 117074180 A CN117074180 A CN 117074180A CN 202311336856 A CN202311336856 A CN 202311336856A CN 117074180 A CN117074180 A CN 117074180A
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pressure
soil body
soil
aquifer
pressure change
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CN117074180B (en
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余忠祥
周圆圆
周宗强
汪继葵
程伟仙
方超杰
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Tianjin Fenglin Internet Of Things Technology Co ltd
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D1/00—Investigation of foundation soil in situ
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
    • G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
    • G01L5/0028—Force sensors associated with force applying means
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/02—Details
    • G01N3/06—Special adaptations of indicating or recording means
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
    • G01N33/24—Earth materials
    • G01N33/246—Earth materials for water content
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0001—Type of application of the stress
    • G01N2203/0003—Steady
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014—Type of force applied
    • G01N2203/0016—Tensile or compressive
    • G01N2203/0019—Compressive
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0058—Kind of property studied
    • G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
    • G01N2203/0075—Strain-stress relations or elastic constants
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/06—Indicating or recording means; Sensing means
    • G01N2203/067—Parameter measured for estimating the property
    • G01N2203/0676—Force, weight, load, energy, speed or acceleration
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/06—Indicating or recording means; Sensing means
    • G01N2203/067—Parameter measured for estimating the property
    • G01N2203/0682—Spatial dimension, e.g. length, area, angle
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/06—Indicating or recording means; Sensing means
    • G01N2203/067—Parameter measured for estimating the property
    • G01N2203/0688—Time or frequency

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  • Food Science & Technology (AREA)
  • Medicinal Chemistry (AREA)
  • Soil Sciences (AREA)
  • Mining & Mineral Resources (AREA)
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  • General Engineering & Computer Science (AREA)
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Abstract

The application provides a method for measuring the pressure change of an underground soil body of a building, which relates to the technical field of soil body pressure measurement, and comprises the steps of selecting the position of a detection point of the pressure change of the soil body to be detected, installing soil body pressure sensors, and arranging a plurality of pressure sensors into a cone frustum; constructing a yield stress function curve of the conical frustum fracture surface according to the pressures measured by the pressure sensors; judging whether the soil body reaches the yield state according to the yield stress function curve, and calculating the relation between the soil body pressure and depth, displacement and time when the soil body reaches the yield state and the pressure change of the soil body along with the thickness of the aquifer. The requirement of measuring parameters of the internal pressure of the underground soil body of the building is met.

Description

Method for measuring pressure change of underground soil body of building
Technical Field
The application relates to the technical field of soil pressure measurement, in particular to a method for measuring the pressure change of an underground soil body of a building.
Background
With the development of economy, underground spaces are increasingly developed and utilized, and underground projects such as urban subway tunnels, deep foundation pits, shafts, roadways and the like are widely constructed. The foundation deformation under the action of building load in civil engineering construction is one of the points of construction process, is also one of key indexes of construction control, and especially in the traffic engineering construction process of highways, high-speed railways and the like on soft soil foundations, the settlement problem often directly controls the construction progress of engineering and the service level of roads in the operation period. Therefore, in order to control the settlement of the roadbed and guide the construction of the building on the roadbed, the settlement of the foundation during the construction and use of the building must be dynamically monitored and the construction process guided.
The existing soil body surface local pressure measurement adopts an electromagnetic displacement meter, so that the displacement between the upper surface and the lower surface of a measured object can be measured, but the local strain and deformation in the middle of the measured object are difficult to measure with high precision. However, local small displacement can influence the mechanical property calculation of the measured object, for example, the mechanical property of local small strain of a soil body is related to deformation calculation of an adjacent building caused by excavation of a foundation pit, and meanwhile, the calculation of sedimentation caused by excavation of a tunnel can be influenced.
Disclosure of Invention
In order to solve the technical problems, the application provides a method for measuring the pressure change of an underground soil body of a building, which comprises the following steps:
s1, selecting a position of a detection point of soil pressure change to be detected, installing soil pressure sensors, and arranging a plurality of pressure sensors into a cone frustum;
s2, constructing a yield stress function curve of the conical frustum fracture surface according to the pressures measured by the pressure sensors;
and S3, judging whether the soil body reaches a yield state according to the yield stress function curve, and calculating the relation between the soil body pressure and depth, displacement and time when the soil body reaches the yield state and the pressure change of the soil body along with the thickness difference of the aquifer.
Further, the soil body contained in the cone frustum-shaped pressure sensor is divided into a first area and a second area, and a fracture surface equation between the first area and the second area is as follows:
z=Nx 2 +Mx；
wherein z is a normal coordinate, x is a shear coordinate, N is the height of the truncated cone, and M is the diameter of the top surface of the truncated cone.
Further, in step S2, a yield stress function of the truncated cone fracture surface is constructed, the yield stress functionThe following formula is satisfied:
；
；
wherein,is the normal strain rate; />Is the shear strain rate; />The difference value is the average value of the shearing direction pressures measured by the pressure sensors in the first area and the average value of the shearing direction pressures measured by the pressure sensors in the second area; />The difference value is the average value of the normal pressure measured by the pressure sensors in the first area and the average value of the normal pressure measured by the pressure sensors in the second area; />The friction angle between the soil body and the fracture surface is defined, and c is the soil body cohesive force;
the yield stress function is plotted as a yield stress function curve.
Further, when the yield stress function curve accords with a preset standard yield state function curve, the soil body reaches a yield state.
Further, in step S3:
the relation between the soil pressure F and the soil depth H is calculated as follows:
；
wherein,is the inclination angle of the side surface and the bottom surface of the cone frustum +.>Is the radius of the bottom surface of the truncated cone, and is->Is the friction angle between the soil body and the fracture surface, < + >>Is the cohesive force of soil.
Further, according to the influence of soil displacement s and elapsed time t on soil pressure, the pressure after displacement and time change is carried outExpressed as:
；
wherein,is the limit of soil displacement.
Further, calculating the pressure change F of the soil body along with the thickness change of the aquifer 0 :
；
Wherein p is oa ,p ob ,p oc The pressure of the top of the aquifer, the pressure of the top of the non-aquifer and the pressure of the bottom point are respectively, n is the porosity of the aquifer soil body, h 1 Is the thickness of the soil body of the aquifer,is the friction coefficient of the soil body of the aquifer, h 2 Is the thickness of the soil body below the aquifer.
Compared with the prior art, the application has the following beneficial technical effects:
selecting a position of a detection point of the pressure change of the soil body to be detected, installing soil body pressure sensors, and arranging a plurality of pressure sensors into a cone frustum; constructing a yield stress function curve of the conical frustum fracture surface according to the pressures measured by the pressure sensors; judging whether the soil body reaches the yield state according to the yield stress function curve, and calculating the relation between the soil body pressure and depth, displacement and time when the soil body reaches the yield state and the pressure change of the soil body along with the thickness of the aquifer. The requirement of measuring parameters of the internal pressure of the underground soil body of the building is met.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings may be obtained according to these drawings without inventive effort to a person skilled in the art.
FIG. 1 is a flow chart of a method for measuring the pressure change of an underground soil body of a building according to the application;
FIG. 2 is a schematic view of a structure in which a plurality of pressure sensors of the present application are arranged in a truncated cone shape;
FIG. 3 is a schematic view of a cone-shaped pressure sensor including a soil body divided into a first area and a second area;
FIG. 4 is a diagram ofIs a curve of the soil pressure which is measured at different angles and changes along with the height of the truncated cone.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present application more apparent, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments of the present application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
In the drawings of the specific embodiments of the present application, in order to better and more clearly describe the working principle of each element in the system, the connection relationship of each part in the device is represented, but only the relative positional relationship between each element is clearly distinguished, and the limitations on the signal transmission direction, connection sequence and the structure size, dimension and shape of each part in the element or structure cannot be constructed.
As shown in fig. 1, the flow chart of the method for measuring the pressure change of the underground soil body of the building according to the application comprises the following steps:
s1, selecting a position of a detection point of the pressure change of the soil body to be detected, installing soil body pressure sensors, and arranging a plurality of pressure sensors into a truncated cone shape.
And in the process of excavating the foundation pit, monitoring and collecting soil pressure values of all buried depth points at all times. After the concrete is hardened, the soil pressure box is tightly contacted with the cast-in-place pile and the soil body behind the pile based on the grouting bag, so that the transmission path of the soil body pressure is ensured; soil pressure and other data of post-pile measuring point positions can be directly obtained through collecting soil pressure sensor data in the monitoring device, the data are transmitted to the data recording system, the collected data such as the soil pressure are analyzed, and the change condition and influence factors of the soil pressure are analyzed.
The plurality of pressure sensors are arranged in a truncated cone shape, and as shown in fig. 2, a schematic longitudinal section of the truncated cone-shaped pressure sensor is shown.
S2, according to the pressure measured by the pressure sensors, constructing a yield stress function curve of the conical frustum fracture surface.
Considering that the soil body contained in the cone-shaped pressure sensor is divided into a first area and a second area, as shown in fig. 3, the z direction is a normal coordinate position, and the x direction is a shearing coordinate position.
The fracture surface equation between the first and second regions is: z=nx 2 +Mx。
Wherein N is the height of the truncated cone, and M is the diameter of the top surface of the truncated cone.
The fracture surface is determined according to the fracture surface equation, and the location of the curved surface in fig. 3 is the fracture surface.
Constructing a yield stress function of a cone frustum fracture surfaceThe following formula is satisfied:
；
；
wherein,is the normal strain rate; />Is the shear strain rate; />The difference value is the average value of the shearing direction pressures measured by the pressure sensors in the first area and the average value of the shearing direction pressures measured by the pressure sensors in the second area; />Is of a zoneA difference between the average value of the normal pressures measured by the pressure sensors and the average value of the normal pressures measured by the pressure sensors in the second area; />The friction angle between the soil body and the fracture surface is defined, and c is the soil body cohesive force;
the yield stress function is plotted as a yield stress function curve.
And S3, judging whether the soil body reaches a yield state according to the yield stress function curve, and calculating the relation between the soil body pressure and depth, displacement and time when the soil body reaches the yield state and the pressure change of the soil body along with the thickness difference of the aquifer.
And S31, when the yield stress function curve accords with a preset standard yield state function curve, the soil body reaches a yield state, and the relation between the soil body pressure and the depth in the yield state is calculated.
The preset standard yield state function curve is formed by fitting parameters such as surrounding soil environment, ground building structure and the like through a computer in advance, and when the soil reaches a yield state, the relation between the soil pressure F and the soil depth H is calculated as follows:
；
wherein,is the inclination angle of the side surface and the bottom surface of the cone frustum +.>Is the radius of the bottom surface of the truncated cone, and is->Is the friction angle between the soil body and the shearing surface, +.>Is the cohesive force of soil.
As shown in FIG. 4, isIs a curve of the soil pressure which is measured at different angles and changes along with the height of the truncated cone.
S32, calculating the relation between the soil pressure and the displacement and time.
The displacement and time factors of the pressure are coupled, and according to the analysis of the influence of the displacement s and the time t on the soil pressure, the pressure after the change along with the displacement and the time is analyzedExpressed as:
；
wherein,is the limit of soil displacement.
S33, calculating the pressure change F of the soil body along with the thickness difference of the aquifer 0 。
；
Wherein p is oa ,p ob ,p oc The pressure of the top of the aquifer, the pressure of the top of the non-aquifer and the pressure of the bottom point are respectively, n is the porosity of the aquifer soil body, h 1 Is the thickness of the soil body of the aquifer,is the friction coefficient of the soil body of the aquifer, h 2 Is the thickness of the soil body below the aquifer.
In a preferred embodiment, the soil pressure state is determined according to the pressure of the top of the aquifer, the pressure of the top and the pressure of the bottom of the non-aquifer, the thickness of the aquifer soil, the porosity of the aquifer soil and the thickness of the soil below the aquifer.
Specifically, the method can judge the soil pressure state by establishing a BP neural network model, and comprises the following steps:
the neurons of each layer on the BP model form full interconnection connectionNo connection between neurons in the input layer, output o of neurons in the input layer i And input x i Identical, i.e. o i =x i . The operating characteristics of neurons of the intermediate hidden layer and the output layer are:
；
o pj ＝f j (net pj )；
where p represents the current input sample and,to connect weights, o, from neuron i to neuron j pi O, the current input to neuron j pj To its output; f (f) j As a non-linear, slightly non-decreasing function, generally taking the form of an S-shaped function, i.e. f j (x)＝1/(1+e -x )。
The BP neural network model is as follows:
input vector: x= (x 1 ,x 2 ,...,x n ) T ；
Intermediate layer vector: y= (y) 1 ,y 2 ,...,y m ) T ；
Output vector: o= (o) 1 ,o 2 ,...,o p ) T ；
In the application, the number of input layer nodes is n=6, the number of output layer nodes is p=3, and the number of hidden layer nodes m is estimated by the following formula:
；
the 6 parameters of the input layer are respectively expressed as: x is x 1 Is the pressure of the apex of the aquifer, x 2 Is the pressure of the non-aqueous layer vertex, x 3 Is the pressure of the bottom point of the non-aqueous layer, x 4 Is the thickness of the soil body of the aquifer, x 5 Is the porosity of the soil body of the aquifer, x 6 Is the thickness of the soil body below the aquifer.
In a preferred embodiment, the measurement is implemented according to the method for measuring the pressure change of the underground soil body of the building, the change of pore pressure, soil pressure and settlement of the underground soil body of the building in the consolidation process is monitored in real time, shearing force is measured by placing torsion meters on shearing surfaces one by one, data of the pore pressure, the soil pressure, settlement, the shearing strength and the like of the soil body in the consolidation process are recorded, further the consolidation effect is quantitatively analyzed, and the change rules of soil body settlement development, porosity water pressure dissipation, the shearing strength and the like in the consolidation process of the underground soil body of the building are simulated.
In the above embodiments, it may be implemented in whole or in part by software, hardware, firmware, or any combination thereof. When implemented in software, may be implemented in whole or in part in the form of a computer program product. The computer program product includes one or more computer instructions. When loaded and executed on a computer, produces a flow or function in accordance with embodiments of the present application, in whole or in part. The computer may be a general purpose computer, a special purpose computer, a computer network, or other programmable apparatus. The computer instructions may be stored in or transmitted across a computer-readable storage medium. The computer readable storage medium may be any available medium that can be accessed by a computer or a data storage device such as a server, data center, etc. that contains an integration of one or more available media. The usable medium may be a magnetic medium (e.g., a floppy disk, a hard disk, a magnetic tape), an optical medium (e.g., a DVD), or a semiconductor medium (e.g., a Solid State Disk (SSD)), or the like.
While the application has been described with reference to certain preferred embodiments, it will be understood by those skilled in the art that various changes and substitutions of equivalents may be made and equivalents will be apparent to those skilled in the art without departing from the scope of the application. Therefore, the protection scope of the application is subject to the protection scope of the claims.

Claims (7)

1. The method for measuring the pressure change of the underground soil body of the building is characterized by comprising the following steps of:
s1, selecting a position of a detection point of soil pressure change to be detected, installing soil pressure sensors, and arranging a plurality of pressure sensors into a cone frustum;
s2, constructing a yield stress function curve of the conical frustum fracture surface according to the pressures measured by the pressure sensors;
and S3, judging whether the soil body reaches a yield state according to the yield stress function curve, and calculating the relation between the soil body pressure and depth, displacement and time when the soil body reaches the yield state and the pressure change of the soil body along with the thickness difference of the aquifer.
2. The method for measuring the pressure change of a soil body according to claim 1, wherein the soil body contained in the truncated cone-shaped pressure sensor is divided into one region and two regions, and a fracture surface equation between the one region and the two regions is as follows:
z=Nx 2 +Mx；
wherein z is a normal coordinate, x is a shear coordinate, N is the height of the truncated cone, and M is the diameter of the top surface of the truncated cone.
3. The soil body pressure change measuring method according to claim 2, wherein in step S2, a yield stress function of the truncated cone fracture surface is constructed, the yield stress functionThe following formula is satisfied:
；
；
wherein,is the normal strain rate; />Is the shear strain rate; />The difference value is the average value of the shearing direction pressures measured by the pressure sensors in the first area and the average value of the shearing direction pressures measured by the pressure sensors in the second area; />The difference value is the average value of the normal pressure measured by the pressure sensors in the first area and the average value of the normal pressure measured by the pressure sensors in the second area; />The friction angle between the soil body and the fracture surface is defined, and c is the soil body cohesive force;
the yield stress function is plotted as a yield stress function curve.
4. A soil body pressure change measuring method as claimed in claim 3 wherein the soil body reaches a yield state when the yield stress function curve conforms to a preset standard yield state function curve.
5. A soil body pressure variation measuring method as claimed in claim 3, wherein in step S3:
the relation between the soil pressure F and the soil depth H is calculated as follows:
；
wherein,is the inclination angle of the side surface and the bottom surface of the cone frustum +.>Is the radius of the bottom surface of the truncated cone, and is->Is the friction angle between the soil body and the fracture surface, < + >>Is the cohesive force of soil.
6. The method for measuring soil pressure change according to claim 5, wherein the pressure after the displacement and time change is determined based on the influence of the soil displacement s and the elapsed time t on the soil pressureExpressed as:
；
wherein,is the limit of soil displacement.
7. The method for measuring soil pressure change according to claim 6, wherein the pressure change F of the soil with the thickness change of the aquifer is calculated 0 :
；
Wherein p is oa ,p ob ,p oc The pressure of the top of the aquifer, the pressure of the top of the non-aquifer and the pressure of the bottom point are respectively, n is the porosity of the aquifer soil body, h 1 Is the thickness of the soil body of the aquifer,is the friction coefficient of the soil body of the aquifer, h 2 Is the thickness of the soil body below the aquifer. />
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RU2748876C1 (en) * 2020-07-20 2021-06-01 Общество с ограниченной ответственностью "Научно-производственное предприятие "Геотек" (ООО НПП "Геотек") Method for conducting engineering-geological and geotechnical surveys
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5417103A (en) * 1993-11-10 1995-05-23 Hunter; Roger J. Method of determining material properties in the earth by measurement of deformations due to subsurface pressure changes
US20110049264A1 (en) * 2008-01-21 2011-03-03 Dirk Zimmermann Method and device for determining a pressure parameter of a plant sample
CN101487273A (en) * 2009-02-26 2009-07-22 建研地基基础工程有限责任公司 Method and equipment for determining bearing capacity of existing building foundation
CN104897463A (en) * 2015-04-16 2015-09-09 广东工业大学 Real-time detection apparatus and real-time detection method of steel-concrete combination member deformation due to force applying
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