CN112329103A - Evaluation method for stratum disturbance caused by collapse of karst overlying sand layer - Google Patents
Evaluation method for stratum disturbance caused by collapse of karst overlying sand layer Download PDFInfo
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Abstract
The invention discloses an evaluation method of stratum disturbance caused by karst overlying sand layer collapse, which is combined with a numerical simulation evaluation method of a mechanism of karst inducing upper sand layer collapse, and realizes the theory through finite element software ANSYS, so that the influence of hourglass type karst collapse on a series of stabilities of surrounding environment, important buildings (structures) and the like can be researched, and a targeted treatment measure is provided, and the method has higher reference value for subsequent engineering theoretical research. The invention determines the position and the size of the funnel-shaped loose body through field exploration and test of a karst area, and simultaneously introduces the physical and mechanical property reduction coefficient of sandy soil converted from a compact state to a loose state, thereby realizing the numerical simulation evaluation of the subsidence of a karst overlying sand layer on the stratum disturbance.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a method for evaluating stratum disturbance caused by collapse of a karst overlying sand layer.
Background
Karst collapses means that there are cavities and empty slots in the soluble rock under the quaternary blanket, and there are channels connected with the blanket, and under the disturbance of external factors such as geological drilling, pile foundation construction, engineering precipitation, train vibration, etc., blanket substances are leaked into the karst cavities along the karst channels, causing the collapse of the blanket soil mass, resulting in the natural phenomenon of the collapse of the ground.
According to statistics, the area occupied by soluble rocks in China reaches 346.3 ten thousand square kilometers, and occupies more than 1/3 of the area of the national soil, so that the large area of soluble rocks provides a necessary material basis for the development of karst ground collapse. The distribution of karst ground collapse disasters in China is very wide, and the karst ground collapse disasters are one of 16 countries in the world with serious karst ground collapse problems.
The phenomenon of karst ground collapse frequently brings threats to the life and property safety of people, and simultaneously brings great inconvenience to engineering construction. Therefore, it is necessary to find out the influence of the hourglass-shaped karst collapse on the stratum and nearby important protective buildings (structures). At present, due to the fact that various karsts exist and the collapse mechanism is complex, the influence of karst collapse on surrounding building and strata is difficult to evaluate by combining the corresponding karst collapse mechanism.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the collapse simulation of the overlying sand layer of the karst is realized through finite element software ANSYS, so that research can be carried out on the influence of the hourglass-shaped karst collapse on a series of stabilities of the surrounding environment, important buildings (structures) and the like, and specific treatment measures are provided.
The invention is realized by the following technical scheme:
a method for evaluating stratum disturbance caused by collapse of a karst overlying sand layer comprises the following steps:
s1, acquiring karst basic data and karst conversion data;
s2, establishing a hourglass-shaped karst cave-stratum three-dimensional numerical model, and introducing the acquired data to simulate and calculate the karst overlying sandy soil leakage collapse process;
and S3, extracting a bottom layer settlement profile after karst collapse, and determining the karst settlement grade according to the influence of the karst collapse on the surrounding bottom layer and the building structure.
Further, the karst basic data comprise the position and the size of a karst cave cylinder, the depth distribution and the physical mechanical parameters of each stratum of a construction site, a sandy soil loose coefficient zeta, a collapse angle theta of an overlying sand layer and a loose sandy soil physical mechanical reduction coefficient eta.
Furthermore, the depth distribution and physical and mechanical parameters of each stratum of the construction site comprise the natural gravity gamma and the compression modulus E of the stratumsPoisson ratio upsilon, internal friction angle
Internal cohesion c; the reduction coefficient eta includes the coefficients of gamma and Es、υ、
c is corresponding to η1、η2、η3、η4、η5(ii) a The physical and mechanical parameters of the sandy soil converted from the compact state to the loose state are respectively as follows: formation severity η1Gamma, compression modulus eta2EsPoisson ratio eta3Angle of v, internal friction
Internal cohesion η5c。
Further, the simulation calculation process of the karst overlying sandy soil leakage collapse is as follows:
endowing mechanical properties to the building structure around the collapse area, and applying self-weight stress to all the units to obtain initial stress field distribution;
and calculating the parameters of the sandy soil material after the mechanical parameters of the cylindrical karst cave and the funnel-shaped loose mass are reduced and the size of the funnel-shaped loose mass after the karst collapse.
Considering a dead weight stress field, simulating the collapse process of the hourglass-shaped karst by a life-death control method;
further, the life and death control method comprises the following steps: killing the cylindrical narrow cavern unit is regarded as the formation of the cavern, and then activating the cylindrical narrow cavern.
Further, the specific size of the funnel-shaped loose body is calculated by the following formula,
V1＝Vk+V0……(a)
V1＝ζV0……(b)
R＝H/tanθ+r……(c)
V0＝πH(R2+r2+Rr)/3……(d)
in the formula: r is the radius of the top surface of the inverted circular truncated cone of the funnel-shaped loose body;
r is the radius of the bottom surface of the inverted round table of the funnel-shaped loose body, namely the radius of the section of the cylinder of the narrow and long karst cave;
h, the height of the funnel-shaped loose body inverted round table;
theta is the included angle between the generatrix of the inverted circular truncated cone and the horizontal plane;
ζ -soil layer loosening coefficient;
V0-funnel-shaped bulk volume;
V1the sandy soil volume converted from the compact state to the loose state is the sum of the volumes of the funnel-shaped loose bodies and the narrow and long karst caves;
Vkthe volume V of the narrow karst cavek＝πr2h and h are the height of the cylinder of the narrow karst cave.
Further, in the above-mentioned case,
the size calculation method of the inverted round table comprises the following steps,
calculating the volume V of the funnel-shaped loose body through the formulas (a) and (b)0；
Solving the radius R of the top surface of the inverted circular truncated cone through formulas (c) and (d);
and (c) calculating the height H of the inverted round table.
Furthermore, an SOLID45 unit is adopted to simulate the hourglass-shaped karst cave-stratum three-dimensional numerical model unit, and a Drucker-Prager criterion is adopted as a soil yield criterion.
The invention has the following advantages and beneficial effects:
1. the method disclosed by the invention is tightly combined with the mechanism of hourglass-shaped karst collapse, so that the deformation characteristics of the stratum and the surrounding important buildings (structures) after the hourglass-shaped karst collapse can be better simulated;
2. according to the invention, the problem of hourglass-shaped karst collapse in the urban underground construction process in the karst development area can be calculated through the theory, the severity grade of collapse of the sand coating on the karst is judged, the construction of actual engineering is strongly guided, and a calculation reference is provided for similar karst environments.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. In the drawings:
FIG. 1 is a schematic flow chart of an evaluation method of stratum disturbance caused by collapse of a karst overlying sand layer.
FIG. 2 is a schematic diagram of the mechanism of karst collapse according to the present invention.
Fig. 3 is a schematic diagram of a model of a narrow cavern and a funnel-shaped loose body according to an embodiment of the invention.
FIG. 4 is a schematic diagram of simulation of karst collapse damage in the first-level karst development area of Changjiang river, Wuhan, in accordance with an embodiment of the present invention.
The reference numbers illustrate: 1. narrow and long karst cave, 2 funnel-shaped loose mass, 3 cylinder-shaped karst cave, 4 inverted frustum-shaped loose mass, 5 loose sandy soil, 6 dense sandy soil, 7 collapse angle, 8 earth surface, 9 foundation stratum, 10 shield tunnel, 11 isolation pile reinforcing measures.
Detailed Description
Hereinafter, the term "comprising" or "may include" used in various embodiments of the present invention indicates the presence of the invented function, operation or element, and does not limit the addition of one or more functions, operations or elements. Furthermore, as used in various embodiments of the present invention, the terms "comprises," "comprising," "includes," "including," "has," "having" and their derivatives are intended to mean that the specified features, numbers, steps, operations, elements, components, or combinations of the foregoing, are only meant to indicate that a particular feature, number, step, operation, element, component, or combination of the foregoing, and should not be construed as first excluding the existence of, or adding to the possibility of, one or more other features, numbers, steps, operations, elements, components, or combinations of the foregoing.
The terminology used in the various embodiments of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the various embodiments of the invention. As used herein, the singular forms are intended to include the plural forms as well, unless the context clearly indicates otherwise. Unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which various embodiments of the present invention belong. The terms (such as those defined in commonly used dictionaries) should be interpreted as having a meaning that is consistent with their contextual meaning in the relevant art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein in various embodiments of the present invention.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
Example 1
A method for evaluating the disturbance of a stratum caused by collapse of a karst overlying sand layer is shown in figure 1 and comprises the following steps,
s1, acquiring karst basic data and karst conversion data;
s2, establishing a hourglass-shaped karst cave-stratum three-dimensional numerical model, and introducing the acquired data to simulate and calculate the karst overlying sandy soil leakage collapse process;
and S3, extracting a bottom layer settlement profile after karst collapse, and determining the karst settlement grade according to the influence of the karst collapse on the surrounding bottom layer and the building structure.
In this example, before numerical simulation of the hourglass-shaped karst collapse, the following parameters were assumed:
as shown in fig. 2, the mechanism of collapse of hourglass-shaped karst is schematically illustrated, that is, the covering layer of the karst passage or karst cave is a dense sand layer, sand particles are leaked downwards along a certain angle under the triggering of external factors such as geological drilling, pile foundation construction, engineering precipitation, train vibration and the like, and an included angle formed between the leakage direction of the sand particles and the ground is called a collapse angle. Along with the continuous leakage of sand particles, the sand above the channel is loosened from compact, a funnel-shaped loose body is formed in a loose area, the volume expansion of the sand which is loosened from compact is also accompanied with the reduction of mechanical properties, and the loose sand with the volume expansion can fill the whole range of the karst cave and the funnel-shaped loose body. Based on this mechanism, the narrow cavern 1 is assumed to be a regular cylinder 3, and the sandy soil range of the "funnel-shaped loose body" 2 is a regular rounded frustum 4, as shown in fig. 3. The radius of the bottom surface of the inverted circular truncated cone 4 is consistent with the radius of the cross section of the karst cave cylinder 3, the included angle between the generatrix of the inverted circular truncated cone 4 and the horizontal plane is the collapse angle theta, and the cylinder 3 and the inverted circular truncated cone 4 are in a stratum model;
based on the above assumptions, it is necessary to collect two data, namely basic parameters and karst conversion data, the basic parameters including the position of the cylinder 3, the size-height h, the radius r, the volume V found by engineering geological explorationkAnd depth distribution and physical and mechanical parameters of each stratum of the construction site, including natural gravity gamma and compression modulus E of the stratumsPoisson ratio upsilon, internal friction angle
Internal cohesive force c, loose coefficient zeta of sandy soil determined by specification GB 50187-2012 appendix A, collapse angle theta of overlying sand layer obtained by field or indoor test, and sandy soil physical mechanical reduction coefficient eta for converting from compact state to loose state, including eta1、η2、η3、η4、η5Respectively correspond to gamma and Es、υ、
c reduction factor.
The karst conversion data is the conversion of the size and the mechanical property of the inverted frustum-shaped funnel-shaped loose body on the basis of basic data. Sandy soil V changed from compact state to loose state1＝ζV0. The volume expansion can fill the whole karst cave VkAnd "funnel-like bulk" range V0I.e. V1＝Vk+V0The volume V of the inverse round table 4 is calculated by the two formulas0And then, the height H and the top surface radius R of the inverted round table 4 are calculated according to the corner relationship and the volume formula of the round table. The physical and mechanical parameters of the sandy soil converted from the compact state to the loose state are respectively as follows: formation severity η1Gamma, compression modulus eta2EsPoisson ratio eta3Angle of v, internal friction
Internal cohesion η5c。
After the process is completed, an hourglass-shaped karst cave-stratum three-dimensional numerical model is established by adopting finite element software ANSYS. In the modeling process of the embodiment, the model units are all simulated by SOLID45 units, the soil layers are all considered to be isotropically and uniformly distributed horizontally, and the soil yield criterion adopts the Drucker-Prager criterion. In the calculation process, a dead weight stress field is considered, the formation of a cylindrical long and narrow karst cave 3 unit is simulated, the cylindrical long and narrow karst cave 3 is activated, and meanwhile, the mechanical parameters of the cylindrical 3 and the inverted round table 4 unit are reduced to be regarded as that the karst coated sandy soil is leaked and enters the karst cave, so that the karst collapse simulation is completed.
The method for calculating the collapse of the overlying sand layer of the karst comprises the following steps:
and calculating the parameters of the sandy soil material after the mechanical parameters of the cylindrical karst cave and the funnel-shaped loose mass are reduced and the size of the funnel-shaped loose mass after the karst collapse.
Endowing mechanical properties to the building around the collapse area, killing the cylindrical long and narrow karst cave units, and applying self-weight stress to all the units to obtain initial stress field distribution;
the dead weight stress field is considered, and a cylindrical karst cave and a funnel-shaped loose body formed by karst collapse in the process of hourglass-shaped karst collapse are activated;
extracting a stratum settlement profile after the calculation is finished, and judging the severity of karst collapse into four grades by combining the influence of the karst overlying sand layer collapse on the stratum and important buildings (structures):
stage I: the influence range of the collapsed overlying sand layer on the periphery of the karst is very limited, the surrounding sand layer has almost no influence on the earth surface, the influence range is mainly concentrated in the area above the karst cave, and the area has no important buildings.
And II, stage: on one hand, the influence range of the collapsed karst overlying sand layer on the periphery is very limited, and the karst overlying sand layer almost has no influence on the earth surface, but important buildings (structures) such as subway tunnels, pile foundations, basements and the like exist in the influence range; on the other hand, the influence range of the cave after collapse on the surrounding environment is large, a small-scale collapse pit is formed on the ground surface, and no important building is built in the influence range.
Grade III: the influence range of the cave after collapse on the surrounding environment is large, a small-scale collapse pit is formed on the ground surface, and important buildings exist in the influence range.
Stage IV: the influence range of the cave after collapse on the surrounding environment is very large, and a large-scale collapse pit is formed on the ground, so that the safety of the surrounding important building structure is directly influenced.
And aiming at different levels, corresponding measures which do not correspond to the different levels need to be made, so that the structural safety of a construction site or surrounding structures is guaranteed.
Example 2
The difference between this example and example 1 is that the simulation of the first-level karst development area of the Yangtze river in Wuhan is used for illustration.
This example is based on the first-order karst development region of the Yangtze river, Wuhan, which was clearly documented to have more than twenty major karst ground subsidences of greater scale since 1931, most of which were hourglass-shaped.
A basic data acquisition link:
basic parameters
An included angle between the inverted circular truncated cone bus and the horizontal plane is a collapse angle theta of 40 degrees, and the included angle is obtained from an indoor physical model test; the sand bulk coefficient ζ was taken from specification GB 50187-2012 and was 1.21. According to the results of on-site drilling and geophysical exploration electromagnetic wave CT geological exploration in the karst development area of the area, the height of the long and narrow karst cave is more than 6m, the height h of the simplified cylinder is 6m, the radius r is 1.5m, and the volume V iskIs 42.41m3. The physical and mechanical reduction coefficient eta of the sandy soil converted from the compact state into the loose state is shown in table 1,
TABLE 1 reduction coefficient of physical and mechanical parameters of sandy soil layer
The physical and mechanical parameters of the stratum in the interval obtained by referring to the detailed survey report of the region are shown in table 2:
TABLE 2 Interval physical and mechanical parameters of stratum
Karst conversion parameters:
the specific size of the inverted circular truncated cone funnel-shaped loose body is calculated by the following formula.
V1＝Vk+V0……(1)
V1＝ζV0……(2)
R＝H/tanθ+r……(3)
V0＝πH(R2+r2+Rr)/3……(4)
In the formula: r- (funnel-shaped loose body) is rounded to form the radius of the top surface of the frustum;
r-funnel-shaped loose body is rounded to form the radius of the bottom surface of the frustum, namely the radius of the section of the cylinder of the narrow and long karst cave;
h- (funnel-shaped loose body) is rounded to have a frustum height;
theta is the included angle between the generatrix of the inverted circular truncated cone and the horizontal plane, namely the collapse angle of the hourglass-shaped karst is 40 degrees;
zeta is soil layer loose coefficient, sand loose coefficient is 1.21;
V0volume of "funnel-like loose mass";
V1the sandy soil volume converted from the compact state to the loose state is the sum of the volumes of the funnel-shaped loose bodies and the narrow and long karst caves;
Vkthe volume V of the narrow karst cavek＝πr2h and h are the height of the cylinder of the narrow karst cave.
The specific calculation process of the inverted round table is as follows:
calculating the volume V of the funnel-shaped loose body through the formulas (1) and (2)0；
Solving the radius R of the top surface of the inverted circular truncated cone through formulas (3) and (4);
and (4) reversely calculating the height H of the inverted round table through the step (3).
The dimensions of the funnel-shaped loose body are calculated by substituting the dimensions of the cylindrical narrow karst cave according to the calculation process shown in the table 3:
TABLE 3 "funnel-shaped bulk" Range Calculations
Based on the equivalent theory, an hourglass-shaped karst cave-stratum model established by finite element software ANSYS is adopted for simulation, a long and narrow karst cave is positioned in thick-layer limestone, a medium-fine sand layer is arranged above the karst cave, and the influence range of the karst cave on peripheral strata is very large successively as shown in figure 4.
As will be appreciated by one skilled in the art, embodiments of the present application may be provided as a method, system, or computer program product. Accordingly, the present application may take the form of an entirely hardware embodiment, an entirely software embodiment or an embodiment combining software and hardware aspects. Furthermore, the present application may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, and the like) having computer-usable program code embodied therein.
The present application is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the application. It will be understood that each flow and/or block of the flow diagrams and/or block diagrams, and combinations of flows and/or blocks in the flow diagrams and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be 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.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (8)
1. A method for evaluating stratum disturbance caused by collapse of a karst overlying sand layer is characterized by comprising the following steps:
s1, acquiring karst basic data and karst conversion data;
s2, establishing a hourglass-shaped karst cave-stratum three-dimensional numerical model, and introducing the acquired data to simulate and calculate the karst overlying sandy soil leakage collapse process;
and S3, extracting a bottom layer settlement profile after karst collapse, and determining the karst settlement grade according to the influence of the karst collapse on the surrounding bottom layer and the building structure.
2. The method for evaluating the disturbance of the stratum caused by the collapse of the overlying karst sand layer as claimed in claim 1, wherein the basic karst data comprises the position and the size of a karst cave cylinder, the depth distribution and the physical and mechanical parameters of each stratum of a construction site, a sand loose coefficient ζ, a collapse angle θ of the overlying sand layer and a loose sand physical and mechanical reduction coefficient η.
3. The method as claimed in claim 2, wherein the depth distribution and physical and mechanical parameters of the formation include the natural gravity γ and the compression modulus E of the formationsPoisson ratio upsilon, internal friction angle
Internal cohesion c; the reduction coefficient eta includes gamma and EsEta corresponding to upsilon, phi and c1、η2、η3、η4、η5(ii) a Physical force of sandy soil converted from compact state to loose stateAfter the reduction of the learning parameters, the following parameters are respectively: formation severity η1Gamma, compression modulus eta2EsPoisson ratio eta3Angle of v, internal friction
Internal cohesion η5c。
4. The method for evaluating the disturbance of the stratum by the collapse of the overlying karst sand layer according to claim 1, wherein the simulation calculation process of the collapse of the overlying karst sand leakage is as follows:
endowing the cylindrical karst cave and the funnel-shaped loose mass with sandy soil material parameters with reduced mechanical parameters, and calculating the specific size of the funnel-shaped loose mass after karst collapse;
endowing mechanical properties to the building structure around the collapse area, and applying self-weight stress to all the units to obtain initial stress field distribution;
and (4) simulating the collapse process of the hourglass-shaped karst by a life-death control method by considering a dead weight stress field.
5. The method for evaluating the disturbance of the stratum caused by the collapse of the overlying karst sand layer as claimed in claim 4, wherein the life and death control method comprises the following steps: killing the cylindrical narrow cavern unit is regarded as the formation of the cavern, and then activating the cylindrical narrow cavern.
6. The method for evaluating the disturbance of the stratum caused by the collapse of the overlying karst sand layer according to claim 4, wherein the specific size of the funnel-shaped loose body is calculated by the following formula,
V1＝Vk+V0 (a)
V1＝ζV0 (b)
R＝H/tanθ+r (c)
V0＝πH(R2+r2+Rr)/3 (d)
in the formula: r is the radius of the top surface of the funnel-shaped loose body inverted round table;
r is the radius of the bottom surface of the inverted frustum of the funnel-shaped loose body and is also the radius of the section of the cylinder of the narrow and long karst cave;
h is the height of the funnel-shaped loose body inverted round table;
theta is an included angle between the inverted frustum generatrix and the horizontal plane;
zeta is soil layer loose coefficient;
V0funnel-shaped bulk volume;
V1the sand volume is changed from a compact state to a loose state;
Vkis the volume of the narrow cavern, wherein Vk＝πr2h and h are the height of the cylinder of the narrow karst cave.
7. The method for evaluating the disturbance of a stratum caused by the collapse of an overlying karst sand layer according to claim 6,
the size calculation method of the inverted round table comprises the following steps,
calculating the volume V of the funnel-shaped loose body by the formulas (a) and (b)0；
Calculating the radius R of the top surface of the inverted circular truncated cone through formulas (c) and (d);
and (c) calculating the height H of the inverted circular truncated cone.
8. The method for evaluating the formation disturbance caused by collapse of an overlying karst sand layer as claimed in claim 1, wherein the sandglass-type karst cave-formation three-dimensional numerical model unit is simulated by using SOLID45 unit, and the soil yield criterion is Drucker-Prager criterion.
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