CN112016044A - Deep sea slope stability analysis method and device - Google Patents
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Abstract
The invention relates to the technical field of deep sea oil and gas development, in particular to a method and a device for analyzing the stability of a deep sea slope, wherein the method comprises the following steps: when various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on related geomorphic attribute information in a deep sea topographic map; when various rock-soil parameters of the deep sea side slope are obtained, based on the various rock-soil parameters, obtaining a stable value of the deep sea side slope: and determining the stability grade of the deep sea side slope based on the stable value of the deep sea side slope, on one hand, performing qualitative analysis based on a submarine topography map, on the other hand, performing quantitative analysis based on geotechnical engineering geological data, and acquiring a reliable side slope stability analysis result on the basis of limited data, thereby saving expenditure and guaranteeing project safety.
Description
Technical Field
The invention relates to the technical field of deep sea oil and gas development, in particular to a method and a device for analyzing the stability of a deep sea slope.
Background
Deep water seabed landslide is one of deep water geological disasters, and has great influence on deep water oil and gas development. The evaluation of the submarine landslide is generally based on a slope stability analysis method, but the land slope stability methods such as a conventional striping method are not suitable for deep sea which is a condition of large water depth and large-range slope.
Meanwhile, due to the severe and complex deepwater environment, the conventional marine engineering geophysical prospecting, especially geotechnical engineering survey data are precious, the data are relatively few, and the deepwater slope stability analysis based on the few data is very necessary.
Disclosure of Invention
In view of the above, the present invention has been made to provide a deep sea slope stability analysis method and apparatus that overcomes or at least partially solves the above problems.
In one aspect, the invention provides a method for analyzing stability of a deep sea slope, which comprises the following steps
When various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on related geomorphic attribute information in a deep sea topographic map;
when various rock-soil parameters of the deep sea side slope are obtained, based on the various rock-soil parameters, the stable value of the deep sea side slope is obtained according to the following formula:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value;
and determining the stability grade of the deep sea slope based on the stability value of the deep sea slope.
Further, the related geomorphic attribute information includes: slope angle, slope direction, seabed surface curvature and surface roughness.
Further, the judging whether the deep sea side slope is dangerous or not based on the related geomorphic attribute information of the deep sea geomorphic map comprises the following steps:
acquiring form information of a steep sill based on the related landform attribute information of the deep sea landform map;
and judging whether the deep sea side slope is dangerous or not based on the morphological information of the steep bank.
Further, the judging whether the deep sea side slope is dangerous or not based on the related geomorphic attribute information of the deep sea geomorphic map comprises the following steps:
acquiring the super consolidation ratio of the deep sea side slope;
and judging whether the deep sea side slope is dangerous or not based on the ultra-consolidation ratio and the related geomorphic attribute information of the deep sea topographic map.
Further, the determining the stability grade of the deep sea slope based on the stability value of the deep sea slope comprises:
when F is less than 0.8, determining the stability grade of the deep sea side slope as extremely dangerous;
when F is more than or equal to 0.8 and less than 1, determining the stability grade of the deep sea side slope as a danger;
when F is more than 1 and less than or equal to 1.2, determining the stability grade of the deep sea side slope to be general stability;
when F is more than 1.2 and less than or equal to 2, determining the stability grade of the deep sea side slope as safe and stable;
and when F is greater than 2, determining the stability grade of the deep sea side slope as very safe and stable.
Further, the non-drainage shear strength C of the rock soil of the same stratumuThe acquisition process of the linear change rule along with the depth of the stratum is as follows:
undrained shear strength C based on ith stratum rock and soilu,iObtaining the non-drainage shear strength C of the rock soil of the same stratumuThe linear change law with the depth of the formation is as follows:
wherein,
is the arithmetic mean value of the non-drainage shear strength statistical values of all regions of the same stratum rock,
is the arithmetic mean value C of the stratum depth of the non-drainage shear strength statistic value of each region of the same stratum rock soilu,iShear strength of i-th stratum rock without drainage, ziAnd the depth of the stratum where the ith stratum rock and soil is located.
Further, the shear strength C of the i-th stratum rock without drainageu,iIs calculated as follows:
Cu,i＝kDγ1OCR
wherein k is an upper and lower limit adjustment coefficient, D is the stratum depth of the rock and soil, and gamma1The average floating volume weight of the stratum above the rock soil, OCR is the super consolidation ratio, and the curvature coefficient of the super consolidation ratio is 0.7.
Further, the values of the upper and lower limit adjustment coefficients k are different based on different positions of the deep sea side slope;
when the slope top position of the deep sea side slope is reached, the value of the upper and lower limit adjustment coefficient k is 1;
when the deep sea side slope is in the middle slope position, the value of the upper and lower limit adjustment coefficient k is 0.67-0.77;
and when the deep sea side slope is at the bottom of the slope, the value of the upper and lower limit adjustment coefficient k is 0.23-0.33.
Further, the saturated volume weight of the same stratum rock and soil is obtained by carrying out statistical calculation on the saturated volume weight of different areas of the same stratum rock and soil according to an arithmetic mean value.
On the other hand, the invention also provides a deep sea slope stability analysis device, which comprises:
the qualitative judgment module is used for judging whether the deep sea side slope is dangerous or not based on relevant landform attribute information in the deep sea landform map when various rock and soil parameters of the deep sea side slope are not obtained;
the quantitative analysis module is used for obtaining a stable value of the deep sea side slope based on the various rock-soil parameters according to the following formula when obtaining the various rock-soil parameters of the deep sea side slope:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value;
and determining the stability grade of the deep sea slope based on the stability value of the deep sea slope.
One or more technical solutions in the embodiments of the present invention have at least the following technical effects or advantages:
the invention provides a deep sea slope stabilization methodA method of sexual analysis comprising: when various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on related geomorphic attribute information in a deep sea topographic map; when various rock-soil parameters of the deep sea side slope are obtained, based on the various rock-soil parameters, the stable value of the deep sea side slope is obtained according to the following formula:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value; and determining the stability grade of the deep sea side slope based on the stability value of the deep sea side slope, on one hand, performing qualitative analysis based on a submarine topography and geomorphologic map, on the other hand, performing quantitative analysis based on geotechnical engineering geological data, and acquiring a more reliable side slope stability analysis result on the basis of limited data, so that the expenditure is saved and the project safety is guaranteed.
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Various other advantages and benefits will become apparent to those of ordinary skill in the art upon reading the following detailed description of the preferred embodiments. The drawings are only for purposes of illustrating the preferred embodiments and are not to be construed as limiting the invention. Also, like reference numerals are used to refer to like parts throughout the drawings. In the drawings:
FIG. 1 is a flow chart illustrating the steps of a method for analyzing the stability of a side slope in a medium-deep sea according to an embodiment of the present invention;
2 a-2 c are diagrams illustrating obtaining slope angle information in related geomorphic attribute information according to a first embodiment of the present invention;
FIG. 3 is a schematic structural diagram of a deep sea slope stability analysis device in the second embodiment of the present invention;
fig. 4 is a schematic structural diagram of an electronic device for implementing the deep sea slope stability analysis method in the third embodiment of the present invention.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
The general idea of the invention is as follows:
the invention provides a method for analyzing stability of a deep sea slope, and mainly aims to predict the risk of the submarine landslide of engineering sites such as deep sea submarine pipelines (cables), deep sea oil and gas fields and the like. The method is particularly based on qualitative analysis of a submarine topography map, namely based on quantitative analysis of geotechnical engineering geological data, and can obtain a reliable slope stability analysis result on the basis of limited data, so that the analysis accuracy is improved, the expenditure is effectively saved, and the project safety is guaranteed.
Example one
The invention provides a method for analyzing the stability of a deep sea slope.
The method for analyzing the stability of the deep sea slope, as shown in figure 1, comprises the following steps:
s101, when various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on relevant landform attribute information in a deep sea landform map;
s102, when various rock-soil parameters of the deep sea slope are obtained, the stability value of the deep sea slope is obtained according to the following formula based on the various rock-soil parameters:
wherein F is the stability value of the deep sea side slope, CuNon-drainage resistance for rock and soil in same stratumThe shear strength is in accordance with the linear change rule of the depth of the ground, D is the depth of the ground, gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value;
s103, determining the stability grade of the deep sea slope based on the stability value of the deep sea slope.
In a specific embodiment, when various rock-soil parameters of the deep sea slope are not obtained, a qualitative analysis mode is selected.
S101, when various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on related landform attribute information in the deep sea landform map.
Firstly, the related geomorphic attribute information in the deep sea geomorphic map comprises: slope angle information, slope direction information, seabed surface curvature information and surface roughness.
The related geomorphic attribute information is processed through a geographic information system, rasterization is carried out according to deep sea geomorphic measuring point data, an equal-depth line vector diagram is generated according to raster data, and slope angle and slope information of the region are obtained based on the equal-depth line vector diagram.
Specifically, as shown in fig. 2a to 2c, fig. 2a is a topographic map, fig. 2b is an isodyne vector map, and fig. 2c is a slope angle map.
When a qualitative mode is adopted to judge whether the deep sea slope is dangerous, a judgment mode is as follows: the method specifically comprises the following steps:
obtaining shape information of a steep sill based on the related landform attribute information of the deep sea landform;
and judging whether the deep sea side slope is dangerous or not based on the morphological information of the steep bank.
In an alternative embodiment, when obtaining a steep-sill sharp rough, clear-boundary slope, the deep sea slope is determined to be young, and therefore, such deep sea slope is at risk;
in an alternative embodiment, when obtaining a steep sill smooth round, fuzzy boundary and smooth surface slope, the deep sea slope is determined to be stable, and therefore, the risk of the deep sea slope is stable.
Another judgment method specifically includes:
acquiring the ultra-consolidation ratio of the deep sea side slope;
and judging whether the deep sea side slope is dangerous or not based on the ultra-consolidation ratio and the related geomorphic attribute information of the deep sea topography and geomorphic map.
In an optional implementation mode, when the deep sea side slope with sharp and rough steep bank and clear boundary is determined to be dangerous according to the relevant topographic attribute information of the deep sea topographic map, whether the deep sea side slope is dangerous is judged according to the acquired super consolidation ratio (OCR) of the deep sea side slope. Specifically, when OCR < 1, the deep sea side slope is determined to be a very young side slope, and thus, the qualitative determination result is safer.
When the OCR is larger than 1, the deep sea side slope is determined to be an old side slope or a side slope after sliding, and further determination needs to be carried out by combining a landform map and geological history. For example, if the OCR of the lower edge of the side slope is less than 1 and the surface of the region on the topographic map is rough, the side slope of the upper edge can be considered as a slope after the slide, and the stability of the qualitative determination result is safe and stable.
The slope risk is classified into 5 grades in qualitative judgment according to the judged youth degree, wherein 1 is extreme risk, namely a first risk grade (representing very young), 2 is risk, namely a second risk grade (representing young), 3 is general stability, namely a third risk grade (representing more stable), 4 is safety stability, namely a fourth risk grade (representing old), and 5 is very safety stability, namely a fifth risk grade (representing old). The risk degrees of the first risk level to the fifth risk level are decreased in sequence.
The above is qualitative judgment, and the above qualitative analysis mode is adopted when various rock and soil parameters of the deep sea side slope are not obtained. The quantitative judgment will be described in detail below.
When various rock and soil parameters of the deep sea side slope are obtained, a quantitative analysis mode is selected.
Executing S102, and when various parameters of the deep sea slope are obtained, obtaining a stable value of the deep sea slope according to the following formula based on the various rock-soil parameters:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2Is the saturated volume weight of rock and soil, and a is the seismic acceleration value.
For a deep sea side slope with engineering geological drilling data, geotechnical parameters extracted from geological stratification, in-situ test and indoor test data mainly comprise the linear change rule of the non-drainage shear strength of the geotechnical of the same stratum along with the depth of the stratum, the average floating volume weight of the stratum above the geotechnical, the ultra-consolidation ratio of soil, the porosity of the soil and the like.
The non-drainage shear strength of the same stratum rock and soil is changed along with the linear change rule of the depth of the stratum by adopting a least square method, and the calculation formula is as follows:
wherein,
is the arithmetic mean value of the non-drainage shear strength statistical values of all regions of the same stratum rock,
is the arithmetic mean value C of the stratum depth of the non-drainage shear strength statistic value of each region of the same stratum rock soilu,iShear strength of i-th stratum rock without drainage, ziThe depth of the stratum where the ith stratum rock is located.
Wherein, the shear strength C of i-th stratum rock and soil without water drainageu,iIs calculated as follows:
Cu,i＝kDγ1OCR (3)
k is the upper and lower limit adjustment coefficient, D is the stratum depth of the rock and soil, gamma1The average floating volume weight of the stratum above the rock soil, OCR is the super consolidation ratio, and the curvature coefficient of the super consolidation ratio is 0.71.
For the upper and lower limit adjustment coefficient k, the values obtained by different test methods at different positions of the deep sea side slope are different, therefore, the invention adopts the conventional triaxial unconsolidated non-drainage compression test to obtain:
when the position of the top of the deep sea side slope is reached, the value of the upper and lower limit adjustment coefficient k is 1;
when the deep sea side slope is in the middle slope position, the value of the upper and lower limit adjustment coefficient k is 0.67-0.77;
and when the deep sea side slope is at the bottom position, the value of the upper and lower limit adjustment coefficient k is 0.23-0.33.
Therefore, according to different positions to be tested, the corresponding upper and lower limit adjusting coefficients are selected. Thereby improving the non-drainage shear strength C of the ith stratum rock and soilu,iThe calculation accuracy of the calculation formula (2)
The saturated volume weight of the same stratum rock is obtained by carrying out statistical calculation on the saturated volume weights of different areas of the same stratum rock according to an arithmetic mean value.
Therefore, the stability value of the deep sea slope can be calculated and obtained according to the formulas (1) to (3).
After S102, S103 is executed to determine the stability level of the deep sea slope based on the stability value of the deep sea slope.
From the above equations (1) to (3), the stability value of the deep sea side slope can be obtained, and then, from the stability value, the stability grade is determined as follows:
when F is less than 0.8, determining the stability grade of the deep sea side slope as extremely dangerous, namely a first danger grade; when F is more than or equal to 0.8 and less than 1, determining the stability grade of the deep sea side slope as a danger, namely a second danger grade; when F is more than 1 and less than or equal to 1.2, determining the stability grade of the deep sea side slope to be a common stability, namely a third danger grade; when F is more than 1.2 and less than or equal to 2, determining the stability grade of the deep sea side slope as safe and stable, namely a fourth danger grade; and when F is more than 2, determining the stability grade of the deep sea side slope as the fifth risk grade, wherein the stability grade is very safe and stable. The degree of risk of the first to fifth risk levels decreases successively.
From this, confirm the stability grade of deep sea side slope, then, according to its stability grade.
On one hand, the method can directly and qualitatively divide the risk of deep sea landslide in a site according to the deep sea topography and geomorphologic diagram combined with image characteristic analysis. On the other hand, more reliable slope stability analysis results can be obtained on the basis of limited data. And then not only improved deep sea side slope analysis's accuracy and efficiency, moreover, can also practice thrift the cost, ensured the safety of project.
One or more technical solutions in the embodiments of the present invention have at least the following technical effects or advantages:
the invention provides a method for analyzing stability of a deep sea slope, which comprises the following steps: when various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on related geomorphic attribute information in a deep sea topographic map; when various rock-soil parameters of the deep sea side slope are obtained, based on the various rock-soil parameters, the stable value of the deep sea side slope is obtained according to the following formula:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value; determining the stability grade of the deep sea side slope based on the stability value of the deep sea side slope, performing qualitative analysis based on a submarine topography map on the one hand, performing quantitative analysis based on geotechnical engineering geological data on the other hand, and acquiring more reliable data on the basis of limited dataThe side slope stability analysis result saves expenditure and guarantees the project safety.
Example two
Based on the same inventive concept, the invention provides a deep sea slope stability analysis device, as shown in fig. 3, comprising:
the qualitative judgment module 301 is configured to judge whether the deep sea side slope is dangerous or not based on relevant geomorphic attribute information in a deep sea geomorphic map when various rock and soil parameters of the deep sea side slope are not obtained;
the quantitative analysis module 302 is configured to, when obtaining various rock-soil parameters of the deep sea slope, obtain a stable value of the deep sea slope according to the following formula based on the various rock-soil parameters:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value;
and the stability grade determining module is used for determining the stability grade of the deep sea side slope based on the stability value of the deep sea side slope.
In an optional implementation manner, the relevant geomorphic attribute information includes: slope angle information, slope direction information, seabed surface curvature information and surface roughness information.
In an alternative embodiment, the qualitative determination module 301 includes:
the shape information obtaining unit of the steep sill is used for obtaining the shape information of the steep sill based on the related landform attribute information of the deep sea landform map;
and the first judgment unit is used for judging whether the deep sea side slope is dangerous or not based on the morphological information of the steep bank.
In an alternative embodiment, the qualitative determination module 301 includes:
the ultra-consolidation ratio obtaining unit is used for obtaining the ultra-consolidation ratio of the deep sea side slope;
and the second judging unit is used for judging whether the deep sea side slope is dangerous or not based on the ultra-consolidation ratio and the related geomorphic attribute information of the deep sea topographic map.
In an alternative embodiment, the stability level determination module includes:
a first determination unit for determining the stability grade of the deep sea side slope as extremely dangerous when F < 0.8;
the second determining unit is used for determining the stability grade of the deep sea side slope as dangerous when F is more than or equal to 0.8 and less than 1;
a third determining unit, configured to determine that the stability grade of the deep sea slope is generally stable when F is greater than 1 and less than or equal to 1.2;
the fourth determining unit is used for determining the stability grade of the deep sea side slope as safe and stable when F is more than 1.2 and less than or equal to 2;
and the fifth determining unit is used for determining the stability grade of the deep sea side slope to be very safe and stable when F is greater than 2.
In an alternative embodiment, the non-drainage shear strength C of the same earth stratauThe acquisition process of the linear change rule along with the depth of the stratum is as follows:
undrained shear strength C based on ith stratum rock and soilu,iObtaining the non-drainage shear strength C of the rock soil of the same stratumuThe linear change law with the depth of the formation is as follows:
wherein,
is the arithmetic mean value of the non-drainage shear strength statistical values of all regions of the same stratum rock,
is the arithmetic mean value C of the stratum depth of the non-drainage shear strength statistic value of each region of the same stratum rock soilu,iShear strength of i-th stratum rock without drainage, ziAnd the depth of the stratum where the ith stratum rock and soil is located.
In an alternative embodiment, the shear strength C of the i-th formation rock without drainage isu,iIs calculated as follows:
Cu,i＝kDγ1OCR
wherein k is an upper and lower limit adjustment coefficient, D is the stratum depth of the rock and soil, and gamma1The average floating volume weight of the stratum above the rock soil, OCR is the super consolidation ratio, and the curvature coefficient of the super consolidation ratio is 0.71.
In an optional embodiment, the values of the upper and lower limit adjustment coefficients k are different based on different positions of the deep sea side slope;
when the slope top position of the deep sea side slope is reached, the value of the upper and lower limit adjustment coefficient k is 1;
when the deep sea side slope is in the middle slope position, the value of the upper and lower limit adjustment coefficient k is 0.67-0.77;
and when the deep sea side slope is at the bottom of the slope, the value of the upper and lower limit adjustment coefficient k is 0.23-0.33.
In an alternative embodiment, the saturated volume weight of the same stratum rock is obtained by carrying out statistical calculation on the saturated volume weights of different areas of the same stratum rock according to an arithmetic mean value.
EXAMPLE III
Based on the same inventive concept, the third embodiment of the present invention provides an electronic device, as shown in fig. 4, which includes a memory 404, a processor 402, and a computer program stored in the memory 404 and executable on the processor 402, wherein the processor 302 executes the steps of the deep sea slope stability analysis method.
Where in fig. 4 a bus architecture (represented by bus 400) is shown, bus 400 may include any number of interconnected buses and bridges, with bus 400 linking together various circuits including one or more processors, represented by processor 402, and memory, represented by memory 304. The bus 400 may also link together various other circuits such as peripherals, voltage regulators, power management circuits, and the like, which are well known in the art, and therefore, will not be described any further herein. A bus interface 406 provides an interface between the bus 400 and the receiver 401 and transmitter 403. The receiver 401 and the transmitter 403 may be the same element, i.e., a transceiver, providing a means for communicating with various other apparatus over a transmission medium. The processor 402 is responsible for managing the bus 400 and general processing, while the memory 404 may be used for storing data used by the processor 402 in performing operations.
Example four
Based on the same inventive concept, a fourth embodiment of the present invention provides a computer-readable storage medium, on which a computer program is stored, which, when being executed by a processor, implements the steps of the deep sea slope stability analysis method described above.
The algorithms and displays presented herein are not inherently related to any particular computer, virtual machine, or other apparatus. Various general purpose systems may also be used with the teachings herein. The required structure for constructing such a system will be apparent from the description above. Moreover, the present invention is not directed to any particular programming language. It is appreciated that a variety of programming languages may be used to implement the teachings of the present invention as described herein, and any descriptions of specific languages are provided above to disclose the best mode of the invention.
In the description provided herein, numerous specific details are set forth. It is understood, however, that embodiments of the invention may be practiced without these specific details. In some instances, well-known methods, structures and techniques have not been shown in detail in order not to obscure an understanding of this description.
Similarly, it should be appreciated that in the foregoing description of exemplary embodiments of the invention, various features of the invention are sometimes grouped together in a single embodiment, figure, or description thereof for the purpose of streamlining the disclosure and aiding in the understanding of one or more of the various inventive aspects. However, the disclosed method should not be interpreted as reflecting an intention that: that the invention as claimed requires more features than are expressly recited in each claim. Rather, as the following claims reflect, inventive aspects lie in less than all features of a single foregoing disclosed embodiment. Thus, the claims following the detailed description are hereby expressly incorporated into this detailed description, with each claim standing on its own as a separate embodiment of this invention.
Those skilled in the art will appreciate that the modules in the device in an embodiment may be adaptively changed and disposed in one or more devices different from the embodiment. The modules or units or components of the embodiments may be combined into one module or unit or component, and furthermore they may be divided into a plurality of sub-modules or sub-units or sub-components. All of the features disclosed in this specification (including any accompanying claims, abstract and drawings), and all of the processes or elements of any method or apparatus so disclosed, may be combined in any combination, except combinations where at least some of such features and/or processes or elements are mutually exclusive. Each feature disclosed in this specification (including any accompanying claims, abstract and drawings) may be replaced by alternative features serving the same, equivalent or similar purpose, unless expressly stated otherwise.
Furthermore, those skilled in the art will appreciate that while some embodiments herein include some features included in other embodiments, rather than other features, combinations of features of different embodiments are meant to be within the scope of the invention and form different embodiments. For example, in the following claims, any of the claimed embodiments may be used in any combination.
The various component embodiments of the invention may be implemented in hardware, or in software modules running on one or more processors, or in a combination thereof. It will be appreciated by those skilled in the art that a microprocessor or Digital Signal Processor (DSP) may be used in practice to implement some or all of the functions of some or all of the components of the deep sea slope stability analysis apparatus, electronic device, according to embodiments of the present invention. The present invention may also be embodied as apparatus or device programs (e.g., computer programs and computer program products) for performing a portion or all of the methods described herein. Such programs implementing the present invention may be stored on computer-readable media or may be in the form of one or more signals. Such a signal may be downloaded from an internet website or provided on a carrier signal or in any other form.
It should be noted that the above-mentioned embodiments illustrate rather than limit the invention, and that those skilled in the art will be able to design alternative embodiments without departing from the scope of the appended claims. In the claims, any reference signs placed between parentheses shall not be construed as limiting the claim. The word "comprising" does not exclude the presence of elements or steps not listed in a claim. The word "a" or "an" preceding an element does not exclude the presence of a plurality of such elements. The invention may be implemented by means of hardware comprising several distinct elements, and by means of a suitably programmed computer. In the unit claims enumerating several means, several of these means may be embodied by one and the same item of hardware. The usage of the words first, second and third, etcetera do not indicate any ordering. These words may be interpreted as names.
Claims (10)
1. A method for analyzing the stability of a deep sea slope is characterized by comprising the following steps
When various rock and soil parameters of the deep sea side slope are not obtained, judging whether the deep sea side slope is dangerous or not based on related geomorphic attribute information in a deep sea topographic map;
when various rock-soil parameters of the deep sea side slope are obtained, based on the various rock-soil parameters, the stable value of the deep sea side slope is obtained according to the following formula:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value;
and determining the stability grade of the deep sea slope based on the stability value of the deep sea slope.
2. The method of claim 1, wherein the associated geomorphic attribute information comprises: slope angle information, slope direction information, seabed surface curvature information and surface roughness information.
3. The method of claim 1, wherein the judging whether the deep sea side slope is dangerous or not based on the associated geomorphic attribute information of the deep sea geomorphologic map comprises:
acquiring form information of a steep sill based on the related landform attribute information of the deep sea landform map;
and judging whether the deep sea side slope is dangerous or not based on the morphological information of the steep bank.
4. The method of claim 1, wherein the judging whether the deep sea side slope is dangerous or not based on the associated geomorphic attribute information of the deep sea geomorphologic map comprises:
acquiring the super consolidation ratio of the deep sea side slope;
and judging whether the deep sea side slope is dangerous or not based on the ultra-consolidation ratio and the related geomorphic attribute information of the deep sea topographic map.
5. The method of claim 1, wherein the determining the stability level of the deep sea slope based on the stability value of the deep sea slope comprises:
when F is less than 0.8, determining the stability grade of the deep sea side slope as extremely dangerous;
when F is more than or equal to 0.8 and less than 1, determining the stability grade of the deep sea side slope as a danger;
when F is more than 1 and less than or equal to 1.2, determining the stability grade of the deep sea side slope to be general stability;
when F is more than 1.2 and less than or equal to 2, determining the stability grade of the deep sea side slope as safe and stable;
and when F is greater than 2, determining the stability grade of the deep sea side slope as very safe and stable.
6. The method of claim 1, wherein the undrained shear strength C of the same stratigraphic soil layeruThe acquisition process of the linear change rule along with the depth of the stratum is as follows:
undrained shear strength C based on ith stratum rock and soilu,iObtaining the non-drainage shear strength C of the rock soil of the same stratumuThe linear change law with the depth of the formation is as follows:
wherein,
is the arithmetic mean value of the non-drainage shear strength statistical values of all regions of the same stratum rock,
is the arithmetic mean value C of the stratum depth of the non-drainage shear strength statistic value of each region of the same stratum rock soilu,iShear strength of i-th stratum rock without drainage, ziAnd the depth of the stratum where the ith stratum rock and soil is located.
7. The method of claim 6, wherein the undrained shear strength C of the ith formation rock and soilu,iIs calculated as follows:
Cu,i＝kDγ1OCR
wherein k is an upper and lower limit adjustment coefficient, D is the stratum depth of the rock and soil, and gamma1The average floating volume weight of the stratum above the rock soil, OCR is the super consolidation ratio, and the curvature coefficient of the super consolidation ratio is 0.71.
8. The method of claim 7, wherein the upper and lower limit adjustment coefficients k are different based on values of different positions of the deep sea side slope;
when the slope top position of the deep sea side slope is reached, the value of the upper and lower limit adjustment coefficient k is 1;
when the deep sea side slope is in the middle slope position, the value of the upper and lower limit adjustment coefficient k is 0.67-0.77;
and when the deep sea side slope is at the bottom of the slope, the value of the upper and lower limit adjustment coefficient k is 0.23-0.33.
9. The method of claim 1, wherein the saturated volume weight of the same earth strata is obtained by statistically calculating the saturated volume weight of different regions of the same earth strata according to an arithmetic mean.
10. A deep sea side slope stability analysis device, characterized by includes:
the qualitative judgment module is used for judging whether the deep sea side slope is dangerous or not based on relevant landform attribute information in the deep sea landform map when various rock and soil parameters of the deep sea side slope are not obtained;
the quantitative analysis module is used for obtaining a stable value of the deep sea side slope based on the various rock-soil parameters according to the following formula when obtaining the various rock-soil parameters of the deep sea side slope:
wherein F is the stability value of the deep sea side slope, CuThe non-drainage shear strength of rock soil in the same stratum is in accordance with the linear change rule of the depth of the stratum, D is the depth of the soil layer of the rock soil, and gamma1The average floating volume weight of the stratum above the rock soil, theta is the slope angle of the side slope, gamma2The saturated volume weight of rock soil, a is an earthquake acceleration value;
and the stability grade determining module is used for determining the stability grade of the deep sea side slope based on the stability value of the deep sea side slope.
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