CN114065504A - Method for analyzing stability of seabed slope after earthquake based on in-situ monitoring - Google Patents

Method for analyzing stability of seabed slope after earthquake based on in-situ monitoring Download PDF

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CN114065504A
CN114065504A CN202111337822.5A CN202111337822A CN114065504A CN 114065504 A CN114065504 A CN 114065504A CN 202111337822 A CN202111337822 A CN 202111337822A CN 114065504 A CN114065504 A CN 114065504A
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slope
earthquake
formula
shear
soil
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CN114065504B (en
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单治钢
李正辉
孙淼军
刘晓磊
贾永刚
朱超祁
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Zhejiang East China Geotechnical Survey And Design Institute Co ltd
Ocean University of China
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Ocean University of China
Zhejiang Huadong Construction Engineering Co Ltd
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    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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Abstract

The invention provides a method for evaluating the stability of a landslide of an earthquake-caused seabed slope based on in-situ monitoring. By using the method, the potential slip band strength reduction of the submarine slope can be calculated by reversing the seismic action and the submarine slope seismic response process according to the displacement monitoring result under the condition that only a small amount of displacement in-situ monitoring equipment is required to be arranged, and the submarine slope stability after the seismic action can be judged by combining the shear band expansion theory.

Description

Method for analyzing stability of seabed slope after earthquake based on in-situ monitoring
Technical Field
The invention relates to the field of a submarine slope stability evaluation method, in particular to a submarine slope stability evaluation method based on in-situ monitoring under the earthquake action.
Background
The earthquake is an important factor for triggering the landslide of the sea bottom, the landslide of the sea bottom seriously threatens the safety of ocean engineering facilities such as submarine cables, ocean platforms, offshore wind power and the like, and the tsunami caused by the released huge energy can cause immeasurable life and property loss to coastal residents. Shear deformation and excessive pore water pressure accumulation are generated on the seabed slope due to earthquake load, and the shear strength of slope sediment is reduced after earthquake, so that the integral instability of the seabed slope is caused.
The in-situ monitoring of the deformation of the submarine slope is the most direct means for obtaining the sliding quantity of the submarine slope under the action of an earthquake and is also an important basis for evaluating the stability of the submarine slope after the earthquake. At present, deformation in-situ monitoring is used for stability evaluation after a submarine slope earthquake, and two problems exist. Firstly, because the submarine slope is large in scale, and the submarine displacement in-situ monitoring equipment is high in price, the arrangement method is complex, and like a land slope, the large-scale arrangement of the monitoring equipment along the slope is impractical; and secondly, a related theory is lacked to guide a monitoring result, and whether the seabed landslide is unstable after the earthquake action is judged.
The stability evaluation method based on the in-situ monitoring under the earthquake action of the submarine slope is provided for overcoming the defects in the prior art, under the condition that only a small amount of displacement in-situ monitoring equipment needs to be arranged, the stability of the submarine slope after the earthquake action can be judged according to the displacement monitoring result and the shear band expansion theory, and the method is both theoretical and accurate and feasible.
Disclosure of Invention
In order to make up for the defects of the prior art, the invention provides a method for analyzing the stability of a seabed slope after earthquake based on in-situ monitoring.
The invention is realized by the following technical scheme: a method for analyzing stability of a seabed slope after earthquake based on in-situ monitoring specifically comprises the following steps:
s1: carrying out on-site geological survey on a submarine slope to be monitored, acquiring topographic and geomorphic data of the slope, identifying a potential sliding surface, determining a region to be monitored, and setting a monitoring profile;
s2: arranging displacement in-situ monitoring devices with a data real-time transmission function on potential sliding surfaces at two ends of a monitoring section;
s3: establishing a slope geometric model according to the landform data;
s4: acquiring basic physical and mechanical indexes of a sliding body;
s5: constructing a submarine slope earthquake power response kinematics control equation of a calculation task;
Figure 546017DEST_PATH_IMAGE001
formula (6);
s6: discretizing the control equation constructed in the step S5 by using a finite difference method to obtain a discretization format of the submarine slope seismic power response kinematics control equation;
Figure 197578DEST_PATH_IMAGE002
formula (8), in formula (8)
Figure 711736DEST_PATH_IMAGE003
，
Figure 841366DEST_PATH_IMAGE004
；
Figure 124580DEST_PATH_IMAGE005
，
Figure 432196DEST_PATH_IMAGE006
；
S7: selecting a proper model to describe the shear band soil dynamics constitutive relation, and acquiring the model parameters;
s8: deducing the seabed slant by considering the actual situation of uneven reduction of the intensity of the slip zone soil after the earthquake actionCritical initial shear band length for slope instability
Figure 433650DEST_PATH_IMAGE007
A value calculation formula;
s9: the seismic acceleration time-course curve data and the in-situ monitoring point displacement time-course data are transmitted to a ground receiving center in real time, and the data are converted into a txt format;
s10: taking the displacement time-course data of the in-situ monitoring points as boundary conditions, compiling a program by using MATLAB software, inputting calculation parameter values, reading seismic time-course data, and calculating the seismic power response of the submarine slope;
s11: calculating the initial shear stress ratio distribution of the slope sliding belt
Figure 366971DEST_PATH_IMAGE008
Calculating the initial shear stress ratio distribution of the slope sliding belt
Figure 770270DEST_PATH_IMAGE009
According to the following formula:
Figure 763634DEST_PATH_IMAGE010
formula (18);
s12: predicting the intensity reduction coefficient distribution of the slip zone soil after earthquake action
Figure 252384DEST_PATH_IMAGE011
；
S13: calculating the shear stress ratio distribution of the slope sliding belt after the earthquake action
Figure 723817DEST_PATH_IMAGE012
Determining the initial damage area of the seabed slope
Figure 981623DEST_PATH_IMAGE013
Shear stress ratio distribution of submarine slope slip band after earthquake action
Figure 145888DEST_PATH_IMAGE014
Can be expressed as
Figure 371202DEST_PATH_IMAGE015
Formula (19);
s14: and judging whether the submarine slope is damaged.
Preferably, in step S3, an exponential function is used to describe the geometric form of the sea floor slope, and a slope geometric model is built, as shown below:
Figure 380746DEST_PATH_IMAGE016
formula 9
Figure 493058DEST_PATH_IMAGE017
The gradient of the steepest part of the slope is H, and the height of the half slope is H.
Preferably, the basic physical-mechanical index of the slider in step S4 includes the density of the slider
Figure 562646DEST_PATH_IMAGE018
Lateral compression modulus
Figure 25988DEST_PATH_IMAGE019
。
Preferably, the specific derivation process in step S5 is as follows: before an earthquake, the seabed slope is in a static state, the stress state of the slope unit meets the moment balance principle,
Figure 839223DEST_PATH_IMAGE020
initial static lateral pressure of the seabed slope;
Figure 71621DEST_PATH_IMAGE021
is static shear stress;
Figure 325492DEST_PATH_IMAGE022
is the radius of curvature of the slope;
Figure 744972DEST_PATH_IMAGE023
is the shear band length;
Figure 627477DEST_PATH_IMAGE024
is a slope inclination angle;
Figure 714382DEST_PATH_IMAGE025
is a sliding body with vertical thickness and satisfies
Figure 391351DEST_PATH_IMAGE026
；
Figure 563706DEST_PATH_IMAGE027
The calculation formula is shown in formula (1) for the weight of the slippery body.
Figure 718744DEST_PATH_IMAGE028
Formula (1)
In the earthquake process, the seabed slope motion meets the angular momentum conservation principle,
Figure 925734DEST_PATH_IMAGE029
increased lateral pressure for seismic events;
Figure 757293DEST_PATH_IMAGE030
shear band dynamic shear stress in earthquake;
Figure 416945DEST_PATH_IMAGE031
is the seismic acceleration;
Figure 375673DEST_PATH_IMAGE032
is the displacement of the sliding body relative to the bedrock;
Figure 171591DEST_PATH_IMAGE033
formula (2)
Figure 924783DEST_PATH_IMAGE034
The rate of change of angular momentum can be expressed as:
Figure 71731DEST_PATH_IMAGE035
formula (3)
Assuming that the inter-slider unit compression and tension satisfy Hooke's law during the seismic action,
Figure 584883DEST_PATH_IMAGE036
can be expressed as:
Figure 500886DEST_PATH_IMAGE037
formula (4)
Figure 424980DEST_PATH_IMAGE019
Is the sliding mass side compression modulus;
since the sea floor slip angle is generally small, the following equation is satisfied:
Figure 59224DEST_PATH_IMAGE038
formula (5)
The formula (6) of the vibration force response kinematics control equation of the seabed sloping land in the step S5 can be obtained by subtracting the formula (1) from the formula (2) and substituting the formulas (3) to (5); in step S5, the boundary conditions of the sea bottom slope ground vibration force response kinematics control equation are:
Figure 625334DEST_PATH_IMAGE039
formula (7)
In the formula (7)
Figure 661423DEST_PATH_IMAGE040
Representing coordinates
Figure 490839DEST_PATH_IMAGE041
Is at
Figure 612379DEST_PATH_IMAGE042
Displacement of the sliding body relative to the bedrock at any moment;
Figure 965869DEST_PATH_IMAGE043
representing coordinates
Figure 590885DEST_PATH_IMAGE041
Is at
Figure 856781DEST_PATH_IMAGE042
Acceleration of the sliding body relative to the bedrock at any moment;
Figure 200038DEST_PATH_IMAGE044
，
Figure 107951DEST_PATH_IMAGE045
；
Figure 853053DEST_PATH_IMAGE046
，
Figure 100002_DEST_PATH_IMAGE047
is the horizontal length of the seabed slope,
Figure 55232DEST_PATH_IMAGE048
is a set distance step;
Figure 885784DEST_PATH_IMAGE049
，
Figure 331809DEST_PATH_IMAGE050
for the duration of the earthquake,
Figure 931418DEST_PATH_IMAGE051
is a set time step;
Figure 804696DEST_PATH_IMAGE052
at the boundary point
Figure 122545DEST_PATH_IMAGE042
The displacement of the sliding body relative to the bedrock at the moment can be considered to be approximately horizontal due to the fact that the gradient of the seabed slope at the boundary is very gentle, and the displacement can be calculated through horizontal seismic response.
Further, the discretization format of the ocean bottom slope seismic dynamic response kinematic control equation in the step S6 is obtained by using a finite difference method in combination with the equation (7).
Preferably, the SIMPPLE DSS model in the step S7 is an effective stress principle-based soil dynamic constitutive model, the influence of the initial shear stress ratio on the dynamic properties of the sediment soil can be considered, the plastic shear strain and the super-pore water pressure accumulation process in the cyclic loading process can be described, the SIMPPLE DSS model contains 7 parameters in total, and the parameters are respectively
Figure 106681DEST_PATH_IMAGE053
、
Figure 826376DEST_PATH_IMAGE054
、
Figure 119823DEST_PATH_IMAGE055
、
Figure 190547DEST_PATH_IMAGE056
、
Figure 978374DEST_PATH_IMAGE057
、
Figure 552575DEST_PATH_IMAGE024
、
Figure 767656DEST_PATH_IMAGE058
，
Figure 794518DEST_PATH_IMAGE053
In order to control the sensitivity of the device,
Figure 386036DEST_PATH_IMAGE054
in order to control the strength of the non-drainage water,
Figure 80322DEST_PATH_IMAGE055
in order to describe the effective stress envelope,
Figure 466304DEST_PATH_IMAGE056
in order to control the shear modulus at low strain,
Figure 246042DEST_PATH_IMAGE057
to control the monotonic shear stress-strain curve,
Figure 126404DEST_PATH_IMAGE024
to control the cyclic loading of the active stress path,
Figure 409618DEST_PATH_IMAGE058
to control cyclic loading shear stiffness.
Preferably, the specific derivation procedure of step S8 is as follows: landslide of the sea bed after earthquake action
Figure 100002_DEST_PATH_IMAGE059
In the range of initial destruction region
Figure 232080DEST_PATH_IMAGE007
The initial failure region can be further expanded to two ends to satisfy the energy conservation theorem as follows:
Figure 233534DEST_PATH_IMAGE060
formula (9)
In the formula
Figure 166855DEST_PATH_IMAGE061
Acting for gravitational potential energy in the gliding process of the initial damage area;
Figure 304576DEST_PATH_IMAGE062
the elastic potential energy is converted into the elastic potential energy of the sliding body soil in the sliding process;
Figure 297939DEST_PATH_IMAGE063
for overcoming the residual shear stress of the slip band soil
Figure 786690DEST_PATH_IMAGE064
The work to be done;
Figure 507390DEST_PATH_IMAGE065
the work required to overcome the residual shear stress exceeding the slipband soil.
In the formula (9)
Figure 30775DEST_PATH_IMAGE066
Formula (10)
Figure 195040DEST_PATH_IMAGE067
Formula (11)
Figure 905507DEST_PATH_IMAGE068
Formula (12)
Figure 180631DEST_PATH_IMAGE069
Formula (13)
In the formula (13)
Figure 558522DEST_PATH_IMAGE070
Formula (14)
Figure 893689DEST_PATH_IMAGE071
Formula (15)
Figure 357031DEST_PATH_IMAGE072
Is a geometric form function of the seabed slope;
Figure 170266DEST_PATH_IMAGE073
the weight is the weight of the slippery body; h is the thickness of the sliding body;
Figure 402665DEST_PATH_IMAGE074
is the initial failure zone glide increment;
Figure 908732DEST_PATH_IMAGE064
the residual shear stress of the slip band soil is adopted;
Figure 607174DEST_PATH_IMAGE075
the peak shear stress of the slip band soil;
Figure 224100DEST_PATH_IMAGE076
the damping coefficient is the damping coefficient of the land seismic action intensity of the sliding belt;
Figure 311004DEST_PATH_IMAGE077
the sensitivity is the sensitivity of the slippery soil;
Figure 987973DEST_PATH_IMAGE078
shearing the slipperiness soil after the earthquake to a shearing displacement corresponding to the residual strength;
Figure 160329DEST_PATH_IMAGE009
the shear stress ratio of slip zone soil before earthquake;
Figure 580946DEST_PATH_IMAGE009
the shear stress ratio of the slip zone soil after earthquake.
The critical initial shear zone length of the instability of the seabed slope considering the uneven reduction of the intensity of the slipband soil caused by the earthquake is obtained in the formula (10) -15-driven-in type (9)
Figure 787936DEST_PATH_IMAGE007
Is represented as follows:
Figure 370227DEST_PATH_IMAGE079
formula (16)
Wherein
Figure 29879DEST_PATH_IMAGE080
Formula (17)
Preferably, the MATLAB software programming procedure in step S10 is: assuming that the dynamic shear stress in the shear band remains constant during the kth time step, i.e. it is
Figure 254187DEST_PATH_IMAGE081
Dynamic shear stress
Figure 564951DEST_PATH_IMAGE082
(ii) a Dynamic shear stress in the next time step
Figure 583723DEST_PATH_IMAGE083
Can be calculated according to the displacement and the constitutive equation of the soil dynamics calculated by the formula (8) in the step S6; the process is repeated until the earthquake is finished, and the dynamic response process of the seabed slope earthquake is obtained through calculation.
Preferably, in step S12, the distribution of the intensity reduction coefficient of the overburden soil after earthquake
Figure 730670DEST_PATH_IMAGE084
This can be predicted as follows: if the permanent shear strain value of the slip band soil after the earthquake does not exceed the shear peak value strength of the slip band soil before the earthquake
Figure 227511DEST_PATH_IMAGE085
The corresponding shear strain value is that the shear of the slip zone soil after the earthquake is still
Figure 143514DEST_PATH_IMAGE085
(ii) a If the permanent shear strain value of the slip band soil after the earthquake exceeds the shear strain value corresponding to the shear peak value strength of the slip band soil before the earthquake, the shear strength of the slip band soil after the earthquake can be taken as the shear stress value corresponding to the permanent shear strain value of the slip band soil after the earthquake on the monotonous shear stress-strain curve of the slip band soil before the earthquake.
Preferably, in step S14, the threshold value is calculated by using the calculation formula of the length value of the critical initial shear band of the sea bottom slope instability derived in step S8, and compared with the length of the initial failure zone determined in step S13, if the threshold value is compared with the length of the initial failure zone determined in step S13, the method further comprises the step of calculating the threshold value
Figure 333187DEST_PATH_IMAGE086
The sea floor slope is unstable if
Figure 233010DEST_PATH_IMAGE087
The seabed slope is locally destroyed (progressive destruction), if
Figure 533541DEST_PATH_IMAGE088
The seafloor slope stabilizes.
Due to the adoption of the technical scheme, compared with the prior art, the invention has the following beneficial effects: compared with the prior art, the method for evaluating the stability of the landslide of the seabed after the earthquake based on the in-situ monitoring under the earthquake action of the seabed slope is provided. By using the method, the potential slip band strength reduction of the submarine slope can be calculated by reversing the seismic action and the submarine slope seismic response process according to the displacement monitoring result under the condition that only a small amount of displacement in-situ monitoring equipment is required to be arranged, and the submarine slope stability after the seismic action can be judged by combining the shear band expansion theory.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
FIG. 1 is a layout of an in situ monitoring apparatus according to the present invention;
FIG. 2 is a force analysis diagram of a slider unit of the seabed curved surface slope vibration force response calculation method;
FIG. 3 is a seismic time course curve (Coyoto earthquake) of the method for calculating the vibration force response of the curved surface slope of the seabed;
FIG. 4 is a diagram of displacement data transmitted in real time during seismic action by the displacement in-situ monitoring device arranged at a monitoring point according to the present invention;
FIG. 5 is a drawing showing
Figure 304051DEST_PATH_IMAGE089
Distributing the soil along the slide zone;
FIG. 6 is a drawing showing
Figure 415358DEST_PATH_IMAGE090
Distributing the soil along the slide zone;
FIG. 7 is a drawing showing
Figure 536897DEST_PATH_IMAGE091
Distributing the soil along the slide zone;
FIG. 8 is a graph of the shear stress ratio distribution of the pre-earthquake seabed slope slip band obtained by calculation
Figure 641120DEST_PATH_IMAGE092
；
FIG. 9 is a diagram for obtaining the reduction factor
Figure 531715DEST_PATH_IMAGE093
The situation is distributed along the sliding belt;
FIG. 10 is the calculated shear stress ratio distribution of the submarine slope slip band after earthquake
Figure 63191DEST_PATH_IMAGE094
；
FIG. 11 is the calculated distribution of the permanent shear strain of the slip band of the seabed slope after earthquake.
Detailed Description
In order that the above objects, features and advantages of the present invention can be more clearly understood, a more particular description of the invention will be rendered by reference to the appended drawings. It should be noted that the embodiments and features of the embodiments of the present application may be combined with each other without conflict.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, however, the present invention may be practiced otherwise than as specifically described herein, and thus the scope of the present invention is not limited by the specific embodiments disclosed below.
The method for analyzing the stability of the seabed slope after earthquake based on in-situ monitoring according to the embodiment of the invention is specifically described below with reference to fig. 1 to 3.
A method for analyzing stability of a seabed slope after earthquake based on in-situ monitoring specifically comprises the following steps:
s1: carrying out on-site geological survey on a submarine slope to be monitored, acquiring topographic and geomorphic data of the slope, identifying a potential sliding surface, determining a region to be monitored, and setting a monitoring profile; the method comprises the steps of obtaining topographic and geomorphic data of the submarine slope by utilizing multi-beam sounding, obtaining stratum structure data of the submarine slope by utilizing multiple earthquakes, determining a potential sliding surface of the submarine slope by utilizing drilling sampling and an indoor geotechnical test, preliminarily judging a destabilization section which is easily caused by earthquake action in the submarine slope, and reasonably selecting a monitoring section.
S2: arranging displacement in-situ monitoring devices with a data real-time transmission function on potential sliding surfaces at two ends of a monitoring section;
s3: establishing a slope geometric model according to the landform data; an exponential function is adopted to describe the geometrical form of the submarine slope, and a slope geometrical model is established, wherein the slope geometrical model is expressed as follows:
Figure 406447DEST_PATH_IMAGE016
formula 9
Figure 314361DEST_PATH_IMAGE017
The gradient of the steepest part of the slope is H, and the height of the half slope is H.
S4: acquiring basic physical and mechanical indexes of a sliding body; the basic physical and mechanical indexes of the sliding body comprise the density of the sliding body
Figure 59463DEST_PATH_IMAGE018
Lateral compression modulus
Figure 761840DEST_PATH_IMAGE019
。
S5: constructing a submarine slope earthquake power response kinematics control equation of a calculation task;
Figure 857971DEST_PATH_IMAGE001
formula (6);
the specific derivation process is as follows: before an earthquake, the seabed slope is in a static state, the stress state of the slope unit meets the moment balance principle,
Figure 287685DEST_PATH_IMAGE020
initial static lateral pressure of the seabed slope;
Figure 152873DEST_PATH_IMAGE021
is static shear stress;
Figure 26151DEST_PATH_IMAGE022
is the radius of curvature of the slope;
Figure 343999DEST_PATH_IMAGE023
is the shear band length;
Figure 328136DEST_PATH_IMAGE024
is a slope inclination angle;
Figure 313410DEST_PATH_IMAGE025
is a sliding body with vertical thickness and satisfies
Figure 357589DEST_PATH_IMAGE026
；
Figure 162734DEST_PATH_IMAGE027
The calculation formula is shown in formula (1) for the weight of the slippery body.
Figure 950561DEST_PATH_IMAGE028
Formula (1)
In the earthquake process, the seabed slope motion meets the angular momentum conservation principle,
Figure 278424DEST_PATH_IMAGE029
increased lateral pressure for seismic events;
Figure 493505DEST_PATH_IMAGE030
shear band dynamic shear stress in earthquake;
Figure 785946DEST_PATH_IMAGE031
is the seismic acceleration;
Figure 377464DEST_PATH_IMAGE032
is the displacement of the sliding body relative to the bedrock;
Figure 806172DEST_PATH_IMAGE033
formula (2)
Figure 192154DEST_PATH_IMAGE034
The rate of change of angular momentum can be expressed as:
Figure 971891DEST_PATH_IMAGE035
formula (3)
Assuming that the inter-slider unit compression and tension satisfy Hooke's law during the seismic action,
Figure 367100DEST_PATH_IMAGE036
can be expressed as:
Figure 650314DEST_PATH_IMAGE037
formula (4)
Figure 472776DEST_PATH_IMAGE019
Is the sliding mass side compression modulus;
since the sea floor slip angle is generally small, the following equation is satisfied:
Figure 723498DEST_PATH_IMAGE038
formula (5)
The formula (6) of the vibration force response kinematics control equation of the seabed sloping land in the step S5 can be obtained by subtracting the formula (1) from the formula (2) and substituting the formulas (3) to (5); in step S5, the boundary conditions of the sea bottom slope ground vibration force response kinematics control equation are:
Figure 391240DEST_PATH_IMAGE039
formula (7)
In the formula (7)
Figure 794539DEST_PATH_IMAGE040
Representing coordinates
Figure 53482DEST_PATH_IMAGE041
Is at
Figure 276653DEST_PATH_IMAGE042
Displacement of the sliding body relative to the bedrock at any moment;
Figure 13665DEST_PATH_IMAGE043
representing coordinates
Figure 271471DEST_PATH_IMAGE041
Is at
Figure 170157DEST_PATH_IMAGE042
Acceleration of the sliding body relative to the bedrock at any moment;
Figure 146203DEST_PATH_IMAGE044
，
Figure 686906DEST_PATH_IMAGE045
；
Figure 549951DEST_PATH_IMAGE046
，
Figure 885117DEST_PATH_IMAGE047
is the horizontal length of the seabed slope,
Figure 82880DEST_PATH_IMAGE048
is a set distance step;
Figure 161695DEST_PATH_IMAGE049
，
Figure 394093DEST_PATH_IMAGE050
for the duration of the earthquake,
Figure 900161DEST_PATH_IMAGE051
is a set time step;
Figure 585220DEST_PATH_IMAGE052
at the boundary point
Figure 202146DEST_PATH_IMAGE042
The displacement of the sliding body relative to the bedrock at the moment can be considered to be approximately horizontal due to the fact that the gradient of the seabed slope at the boundary is very gentle, and the displacement can be calculated through horizontal seismic response.
S6: discretizing the control equation constructed in the step S5 by using a finite difference method to obtain a discretization format of the submarine slope seismic power response kinematics control equation;
Figure 538318DEST_PATH_IMAGE002
formula (8), in formula (8)
Figure 949708DEST_PATH_IMAGE003
，
Figure 387643DEST_PATH_IMAGE004
；
Figure 808260DEST_PATH_IMAGE005
，
Figure 749671DEST_PATH_IMAGE006
；
The discretization format of the seabed slope earthquake dynamic response kinematics control equation is obtained by utilizing a finite difference method and combining the formula (7).
S7: selecting a proper model to describe the shear band geomechanical relationship and obtainingThe model parameters; the SIMPPLE DSS model is an effective stress principle-based soil dynamic constitutive model, can consider the influence of initial shear stress ratio on the dynamic properties of sediment soil, and can describe the plastic shear strain and the super-pore water pressure accumulation process in the cyclic loading process, wherein the SIMPPLE DSS model contains 7 parameters which are respectively
Figure 597541DEST_PATH_IMAGE053
、
Figure 257193DEST_PATH_IMAGE054
、
Figure 215921DEST_PATH_IMAGE055
、
Figure 277418DEST_PATH_IMAGE056
、
Figure 43993DEST_PATH_IMAGE057
、
Figure 925361DEST_PATH_IMAGE024
、
Figure 953360DEST_PATH_IMAGE058
，
Figure 869363DEST_PATH_IMAGE053
In order to control the sensitivity of the device,
Figure 59036DEST_PATH_IMAGE054
in order to control the strength of the non-drainage water,
Figure 693280DEST_PATH_IMAGE055
in order to describe the effective stress envelope,
Figure 993811DEST_PATH_IMAGE056
in order to control the shear modulus at low strain,
Figure 764321DEST_PATH_IMAGE057
for controlling monotonous shearingThe stress-strain curve of the strain gauge is,
Figure 390474DEST_PATH_IMAGE024
to control the cyclic loading of the active stress path,
Figure 246435DEST_PATH_IMAGE058
to control cyclic loading shear stiffness.
S8: the actual situation of uneven reduction of the slip zone soil strength after the earthquake action is considered, and the length of the critical initial shear zone of the seabed slope instability is deduced
Figure 599925DEST_PATH_IMAGE007
A value calculation formula; the specific derivation process is as follows: landslide of the sea bed after earthquake action
Figure 490520DEST_PATH_IMAGE059
In the range of initial destruction region
Figure 287575DEST_PATH_IMAGE007
The initial failure region can be further expanded to two ends to satisfy the energy conservation theorem as follows:
Figure 630832DEST_PATH_IMAGE060
formula (9)
In the formula
Figure 273166DEST_PATH_IMAGE061
Acting for gravitational potential energy in the gliding process of the initial damage area;
Figure 18268DEST_PATH_IMAGE062
the elastic potential energy is converted into the elastic potential energy of the sliding body soil in the sliding process;
Figure 720645DEST_PATH_IMAGE063
for overcoming the residual shear stress of the slip band soil
Figure 816777DEST_PATH_IMAGE064
The work to be done;
Figure 262801DEST_PATH_IMAGE065
the work required to overcome the residual shear stress exceeding the slipband soil.
In the formula (9)
Figure 127989DEST_PATH_IMAGE066
Formula (10)
Figure 752000DEST_PATH_IMAGE067
Formula (11)
Figure 804269DEST_PATH_IMAGE068
Formula (12)
Figure 53985DEST_PATH_IMAGE069
Formula (13)
In the formula (13)
Figure 39259DEST_PATH_IMAGE070
Formula (14)
Figure 83438DEST_PATH_IMAGE071
Formula (15)
Figure 623004DEST_PATH_IMAGE072
Is a geometric form function of the seabed slope;
Figure 410831DEST_PATH_IMAGE073
the weight is the weight of the slippery body; h is the thickness of the sliding body;
Figure 985032DEST_PATH_IMAGE074
is the initial failure zone glide increment;
Figure 465692DEST_PATH_IMAGE064
the residual shear stress of the slip band soil is adopted;
Figure 758133DEST_PATH_IMAGE075
the peak shear stress of the slip band soil;
Figure 333340DEST_PATH_IMAGE076
the damping coefficient is the damping coefficient of the land seismic action intensity of the sliding belt;
Figure 27626DEST_PATH_IMAGE077
the sensitivity is the sensitivity of the slippery soil;
Figure 679187DEST_PATH_IMAGE078
shearing the slipperiness soil after the earthquake to a shearing displacement corresponding to the residual strength;
Figure 193345DEST_PATH_IMAGE009
the shear stress ratio of slip zone soil before earthquake;
Figure 322975DEST_PATH_IMAGE009
the shear stress ratio of the slip zone soil after earthquake.
The critical initial shear zone length of the instability of the seabed slope considering the uneven reduction of the intensity of the slipband soil caused by the earthquake is obtained in the formula (10) -15-driven-in type (9)
Figure 871768DEST_PATH_IMAGE007
Is represented as follows:
Figure 428652DEST_PATH_IMAGE079
formula (16)
Wherein
Figure 695685DEST_PATH_IMAGE080
Formula (17)
S9: the seismic acceleration time-course curve data and the in-situ monitoring point displacement time-course data are transmitted to a ground receiving center in real time, and the data are converted into a txt format;
s10: the number of time courses for the displacement of the in-situ monitoring pointUsing MATLAB software to write a program, inputting a calculation parameter value, reading seismic time-course data and calculating the seismic power response of the seabed slope according to the boundary condition, wherein the MATLAB software writing program process is as follows: assuming that the dynamic shear stress in the shear band remains constant during the kth time step, i.e. it is
Figure 629006DEST_PATH_IMAGE081
Dynamic shear stress
Figure 32305DEST_PATH_IMAGE082
(ii) a Dynamic shear stress in the next time step
Figure 502033DEST_PATH_IMAGE083
Can be calculated according to the displacement and the constitutive equation of the soil dynamics calculated by the formula (8) in the step S6; the process is repeated until the earthquake is finished, and the dynamic response process of the seabed slope earthquake is obtained through calculation.
S11: calculating the initial shear stress ratio distribution of the slope sliding belt
Figure 990784DEST_PATH_IMAGE008
Calculating the initial shear stress ratio distribution of the slope sliding belt
Figure 993375DEST_PATH_IMAGE009
According to the following formula:
Figure 251181DEST_PATH_IMAGE010
formula (18);
s12: predicting the intensity reduction coefficient distribution of the slip zone soil after earthquake action
Figure 149866DEST_PATH_IMAGE011
(ii) a Distribution of strength reduction coefficient of slip zone soil after earthquake
Figure 125913DEST_PATH_IMAGE084
This can be predicted as follows: if the permanent shear strain value of the slip band soil after the earthquake does not exceed the shear peak value strength of the slip band soil before the earthquake
Figure 401036DEST_PATH_IMAGE085
The corresponding shear strain value is that the shear of the slip zone soil after the earthquake is still
Figure 778928DEST_PATH_IMAGE085
(ii) a If the permanent shear strain value of the slip band soil after the earthquake exceeds the shear strain value corresponding to the shear peak value strength of the slip band soil before the earthquake, the shear strength of the slip band soil after the earthquake can be taken as the shear stress value corresponding to the permanent shear strain value of the slip band soil after the earthquake on the monotonous shear stress-strain curve of the slip band soil before the earthquake.
S13: calculating the shear stress ratio distribution of the slope sliding belt after the earthquake action
Figure 114094DEST_PATH_IMAGE012
Determining the initial damage area of the seabed slope
Figure 311858DEST_PATH_IMAGE013
Shear stress ratio distribution of submarine slope slip band after earthquake action
Figure 639940DEST_PATH_IMAGE014
Can be expressed as
Figure 872338DEST_PATH_IMAGE015
Formula (19);
s14: and judging whether the submarine slope is damaged. Calculating to obtain a critical value by using the calculation formula of the length value of the critical initial shear zone of the seabed slope instability derived in the step S8, comparing the critical value with the length of the initial damage zone determined in the step S13, and if the critical value is not the critical initial shear zone, determining the length of the initial damage zone
Figure 378405DEST_PATH_IMAGE086
The sea floor slope is unstable if
Figure 63465DEST_PATH_IMAGE087
The seabed slope is locally destroyed (progressive destruction), if
Figure 680391DEST_PATH_IMAGE088
The seafloor slope stabilizes.
Take a certain sea-bottom landslide slope as an example:
step S1: carrying out on-site geological survey on a submarine slope to be monitored, acquiring topographic and geomorphic data of the slope, identifying a potential sliding surface, determining a region to be monitored, and setting a monitoring profile;
step S2: arranging displacement in-situ monitoring devices on potential sliding surfaces at two ends of the monitoring profile;
step S3: parameters of the geometric model of the seafloor slope are shown in the following table
Figure 767296DEST_PATH_IMAGE095
Step S4: the basic physical and mechanical indexes of the sliding body are shown in the following table
Figure 444265DEST_PATH_IMAGE096
Step S5: constructing a submarine slope earthquake power response kinematics control equation of a calculation task;
Figure DEST_PATH_IMAGE097
step S6: discretizing the control equation constructed in the step S5 by using a finite difference method to obtain a discretization format of the submarine slope seismic power response kinematics control equation;
Figure 616620DEST_PATH_IMAGE098
in the formula
Figure 37237DEST_PATH_IMAGE003
，
Figure 729381DEST_PATH_IMAGE004
；
Figure 842830DEST_PATH_IMAGE005
，
Figure 502482DEST_PATH_IMAGE006
。
Step S7: SIMPLE DSS calculation parameters used in the model are shown in the following table
Figure 461210DEST_PATH_IMAGE099
Step S8: considering the actual situation of uneven reduction of the slipband soil strength after the earthquake action, deducing a calculation formula of the length L _ cr value of the critical initial shear band of the seabed slope instability;
Figure DEST_PATH_IMAGE100
step S9: acquiring seismic acceleration time-course curve data and in-situ monitoring point displacement time-course data;
fig. 3.
Step S10: taking the displacement time-course data of the in-situ monitoring points as boundary conditions, compiling a program by using MATLAB software, inputting calculation parameter values, reading seismic time-course data, and calculating the seismic power response of the submarine slope; as shown in fig. 4.
Step S11: calculating the initial shear stress ratio distribution of the slope sliding belt
Figure 522707DEST_PATH_IMAGE101
(ii) a As shown in fig. 8.
Step S12: predicting the intensity reduction coefficient distribution delta _ d (x) of the slip zone soil after the earthquake action; as shown in fig. 9.
Step S13: shear stress ratio distribution in submarine slope potential slip band after earthquake action
Figure 275900DEST_PATH_IMAGE094
As shown in fig. 10, according to
Figure 422847DEST_PATH_IMAGE102
Calculate out
Figure 185267DEST_PATH_IMAGE103
。
Step S14: calculating to obtain the critical value by using the calculation formula of the length value of the seabed slope instability critical initial shear band deduced in the step S8
Figure 101270DEST_PATH_IMAGE104
And thus the seafloor slope is a local disruption.
In the description of the present invention, the terms "plurality" or "a plurality" refer to two or more, and unless otherwise specifically limited, the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are merely for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention; the terms "connected," "mounted," "secured," and the like are to be construed broadly and include, for example, fixed connections, removable connections, or integral connections; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the description herein, the description of the terms "one embodiment," "some embodiments," "specific embodiments," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes will occur to those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (10)

1. A submarine slope post-earthquake stability analysis method based on in-situ monitoring is characterized by comprising the following steps:
s1: carrying out on-site geological survey on a submarine slope to be monitored, acquiring topographic and geomorphic data of the slope, identifying a potential sliding surface, determining a region to be monitored, and setting a monitoring profile;
s2: arranging displacement in-situ monitoring devices with a data real-time transmission function on potential sliding surfaces at two ends of a monitoring section;
s3: establishing a slope geometric model according to the landform data;
s4: acquiring basic physical and mechanical indexes of a sliding body;
s5: constructing a submarine slope earthquake power response kinematics control equation of a calculation task;
Figure DEST_PATH_IMAGE001
formula (6);
s6: discretizing the control equation constructed in the step S5 by using a finite difference method to obtain a discretization format of the submarine slope seismic power response kinematics control equation;
Figure DEST_PATH_IMAGE002
formula (8), in formula (8)
Figure DEST_PATH_IMAGE003
，
Figure DEST_PATH_IMAGE004
；
Figure DEST_PATH_IMAGE005
，
Figure DEST_PATH_IMAGE006
；
S7: selecting a proper model to describe the shear band soil dynamics constitutive relation, and acquiring the model parameters;
s8: the actual situation of uneven reduction of the slip zone soil strength after the earthquake action is considered, and the length of the critical initial shear zone of the seabed slope instability is deduced
Figure DEST_PATH_IMAGE007
A value calculation formula;
s9: the seismic acceleration time-course curve data and the in-situ monitoring point displacement time-course data are transmitted to a ground receiving center in real time, and the data are converted into a txt format;
s10: taking the displacement time-course data of the in-situ monitoring points as boundary conditions, compiling a program by using MATLAB software, inputting calculation parameter values, reading seismic time-course data, and calculating the seismic power response of the submarine slope;
s11: calculating the initial shear stress ratio distribution of the slope sliding belt
Figure DEST_PATH_IMAGE008
Calculating the initial shear stress ratio distribution of the slope sliding belt
Figure DEST_PATH_IMAGE009
According to the following formula:
Figure DEST_PATH_IMAGE010
formula (18);
s12: predicting the intensity reduction coefficient distribution of the slip zone soil after earthquake action
Figure DEST_PATH_IMAGE011
；
S13: calculating the shear stress ratio distribution of the slope sliding belt after the earthquake action
Figure DEST_PATH_IMAGE012
Determining the initial damage area of the seabed slope
Figure DEST_PATH_IMAGE013
Shear stress ratio distribution of submarine slope slip band after earthquake action
Figure DEST_PATH_IMAGE014
Can be expressed as
Figure DEST_PATH_IMAGE015
Formula (19);
s14: and judging whether the submarine slope is damaged.
2. The method for analyzing the stability of the seafloor slope after earthquake based on in-situ monitoring as claimed in claim 1, wherein in step S3, an exponential function is used to describe the geometric form of the seafloor slope, and a slope geometric model is built, as shown below:
Figure DEST_PATH_IMAGE016
formula 9
Figure DEST_PATH_IMAGE017
The gradient of the steepest part of the slope is H, and the height of the half slope is H.
3. The method for analyzing the stability of the seabed slope after earthquake based on in-situ monitoring as claimed in claim 1, wherein the basic physical and mechanical indexes of the sliding mass in the step S4 comprise the density of the sliding mass
Figure DEST_PATH_IMAGE018
Lateral compression modulus
Figure DEST_PATH_IMAGE019
。
4. The method for analyzing stability of the seabed slope after earthquake based on in-situ monitoring as claimed in claim 1The specific derivation process in step S5 is as follows: before an earthquake, the seabed slope is in a static state, the stress state of the slope unit meets the moment balance principle,
Figure DEST_PATH_IMAGE020
initial static lateral pressure of the seabed slope;
Figure DEST_PATH_IMAGE021
is static shear stress;
Figure DEST_PATH_IMAGE022
is the radius of curvature of the slope;
Figure DEST_PATH_IMAGE023
is the shear band length;
Figure DEST_PATH_IMAGE024
is a slope inclination angle;
Figure DEST_PATH_IMAGE025
is a sliding body with vertical thickness and satisfies
Figure DEST_PATH_IMAGE026
；
Figure DEST_PATH_IMAGE027
The calculation formula is shown as formula (1) for the weight of the slippery body;
Figure DEST_PATH_IMAGE028
formula (1)
In the earthquake process, the seabed slope motion meets the angular momentum conservation principle,
Figure DEST_PATH_IMAGE029
increased lateral pressure for seismic events;
Figure DEST_PATH_IMAGE030
shear band dynamic shear stress in earthquake;
Figure DEST_PATH_IMAGE031
is the seismic acceleration;
Figure DEST_PATH_IMAGE032
is the displacement of the sliding body relative to the bedrock;
Figure DEST_PATH_IMAGE033
formula (2)
Figure DEST_PATH_IMAGE034
The rate of change of angular momentum can be expressed as:
Figure DEST_PATH_IMAGE035
formula (3)
Assuming that the inter-slider unit compression and tension satisfy Hooke's law during the seismic action,
Figure DEST_PATH_IMAGE036
can be expressed as:
Figure DEST_PATH_IMAGE037
formula (4)
Figure 999462DEST_PATH_IMAGE019
Is the sliding mass side compression modulus;
since the sea floor slip angle is generally small, the following equation is satisfied:
Figure DEST_PATH_IMAGE038
formula (5)
The formula (6) of the vibration force response kinematics control equation of the seabed sloping land in the step S5 can be obtained by subtracting the formula (1) from the formula (2) and substituting the formulas (3) to (5); in step S5, the boundary conditions of the sea bottom slope ground vibration force response kinematics control equation are:
Figure DEST_PATH_IMAGE039
formula (7)
In the formula (7)
Figure DEST_PATH_IMAGE040
Representing coordinates
Figure DEST_PATH_IMAGE041
Is at
Figure DEST_PATH_IMAGE042
Displacement of the sliding body relative to the bedrock at any moment;
Figure DEST_PATH_IMAGE043
representing coordinates
Figure 978920DEST_PATH_IMAGE041
Is at
Figure 24236DEST_PATH_IMAGE042
Acceleration of the sliding body relative to the bedrock at any moment;
Figure DEST_PATH_IMAGE044
，
Figure DEST_PATH_IMAGE045
；
Figure DEST_PATH_IMAGE046
，
Figure DEST_PATH_IMAGE047
for water on a seabed slopeThe length of the flat part is long,
Figure DEST_PATH_IMAGE048
is a set distance step;
Figure DEST_PATH_IMAGE049
，
Figure DEST_PATH_IMAGE050
for the duration of the earthquake,
Figure DEST_PATH_IMAGE051
is a set time step;
Figure DEST_PATH_IMAGE052
at the boundary point
Figure 12921DEST_PATH_IMAGE042
The displacement of the sliding body relative to the bedrock at the moment can be considered to be approximately horizontal due to the fact that the gradient of the seabed slope at the boundary is very gentle, and the displacement can be calculated through horizontal seismic response.
5. The method for analyzing the stability after earthquake of the seabed slope based on in-situ monitoring as claimed in claim 5, wherein the discretization format of the seabed slope earthquake dynamic response kinematics control equation in the step S6 is obtained by using a finite difference method in combination with equation (7).
6. The method for analyzing stability after earthquake on seabed slope based on in-situ monitoring as claimed in claim 1, wherein the SIMPPLE DSS model in step S7 is a soil dynamic constitutive model based on effective stress principle, which can consider the influence of initial shear stress ratio on the soil dynamic property of sediment, and can describe the plastic shear strain and the super-pore water pressure accumulation process in the cyclic loading process, and the SIMPPLE DSS model contains 7 parameters in total, each parameter being
Figure DEST_PATH_IMAGE053
、
Figure DEST_PATH_IMAGE054
、
Figure DEST_PATH_IMAGE055
、
Figure DEST_PATH_IMAGE056
、
Figure DEST_PATH_IMAGE057
、
Figure 889610DEST_PATH_IMAGE024
、
Figure DEST_PATH_IMAGE058
，
Figure 977651DEST_PATH_IMAGE053
In order to control the sensitivity of the device,
Figure 510264DEST_PATH_IMAGE054
in order to control the strength of the non-drainage water,
Figure 974743DEST_PATH_IMAGE055
in order to describe the effective stress envelope,
Figure 643622DEST_PATH_IMAGE056
in order to control the shear modulus at low strain,
Figure 902565DEST_PATH_IMAGE057
to control the monotonic shear stress-strain curve,
Figure 922474DEST_PATH_IMAGE024
loading effective stress path for controlling circulationThe diameter of the steel wire is measured,
Figure 659486DEST_PATH_IMAGE058
to control cyclic loading shear stiffness.
7. The method for analyzing the stability of the seabed slope after earthquake based on in-situ monitoring as claimed in claim 1, wherein the specific derivation process of the step S8 is as follows: landslide of the sea bed after earthquake action
Figure DEST_PATH_IMAGE059
In the range of initial destruction region
Figure 448450DEST_PATH_IMAGE007
The initial failure region can be further expanded to two ends to satisfy the energy conservation theorem as follows:
Figure DEST_PATH_IMAGE060
formula (9)
In the formula
Figure DEST_PATH_IMAGE061
Acting for gravitational potential energy in the gliding process of the initial damage area;
Figure DEST_PATH_IMAGE062
the elastic potential energy is converted into the elastic potential energy of the sliding body soil in the sliding process;
Figure DEST_PATH_IMAGE063
for overcoming the residual shear stress of the slip band soil
Figure DEST_PATH_IMAGE064
The work to be done;
Figure DEST_PATH_IMAGE065
the work required for overcoming the residual shear stress of the topland soil is exceeded;
in the formula (9)
Figure DEST_PATH_IMAGE066
Formula (10)
Figure DEST_PATH_IMAGE067
Formula (11)
Figure DEST_PATH_IMAGE068
Formula (12)
Figure DEST_PATH_IMAGE069
Formula (13)
In the formula (13)
Figure DEST_PATH_IMAGE070
Formula (14)
Figure DEST_PATH_IMAGE071
Formula (15)
Figure DEST_PATH_IMAGE072
Is a geometric form function of the seabed slope;
Figure DEST_PATH_IMAGE073
the weight is the weight of the slippery body; h is the thickness of the sliding body;
Figure DEST_PATH_IMAGE074
is the initial failure zone glide increment;
Figure 534087DEST_PATH_IMAGE064
the residual shear stress of the slip band soil is adopted;
Figure DEST_PATH_IMAGE075
the peak shear stress of the slip band soil;
Figure DEST_PATH_IMAGE076
the damping coefficient is the damping coefficient of the land seismic action intensity of the sliding belt;
Figure DEST_PATH_IMAGE077
the sensitivity is the sensitivity of the slippery soil;
Figure DEST_PATH_IMAGE078
shearing the slipperiness soil after the earthquake to a shearing displacement corresponding to the residual strength;
Figure 572450DEST_PATH_IMAGE009
the shear stress ratio of slip zone soil before earthquake;
Figure 113153DEST_PATH_IMAGE009
the shear stress ratio of the slip zone soil after earthquake; the critical initial shear zone length of the instability of the seabed slope considering the uneven reduction of the intensity of the slipband soil caused by the earthquake is obtained in the formula (10) -15-driven-in type (9)
Figure 22203DEST_PATH_IMAGE007
Is represented as follows:
Figure DEST_PATH_IMAGE079
formula (16)
Wherein
Figure DEST_PATH_IMAGE080
Formula (17).
8. The method for analyzing the stability of the seabed slope after earthquake based on in-situ monitoring as claimed in claim 1, wherein the MATLAB software programming process in the step S10 is as follows: in the shear band assumed to be in the kth time stepThe dynamic shear stress remains unchanged, i.e. it is
Figure DEST_PATH_IMAGE081
Dynamic shear stress
Figure DEST_PATH_IMAGE082
(ii) a Dynamic shear stress in the next time step
Figure DEST_PATH_IMAGE083
Can be calculated according to the displacement and the constitutive equation of the soil dynamics calculated by the formula (8) in the step S6; the process is repeated until the earthquake is finished, and the dynamic response process of the seabed slope earthquake is obtained through calculation.
9. The method for analyzing stability of the seabed slope after earthquake based on in-situ monitoring as claimed in claim 1, wherein in step S12, the distribution of the reduction coefficient of the slip band soil strength after earthquake
Figure DEST_PATH_IMAGE084
This can be predicted as follows: if the permanent shear strain value of the slip band soil after the earthquake does not exceed the shear peak value strength of the slip band soil before the earthquake
Figure DEST_PATH_IMAGE085
The corresponding shear strain value is that the shear of the slip zone soil after the earthquake is still
Figure 685265DEST_PATH_IMAGE085
(ii) a If the permanent shear strain value of the slip band soil after the earthquake exceeds the shear strain value corresponding to the shear peak value strength of the slip band soil before the earthquake, the shear strength of the slip band soil after the earthquake can be taken as the shear stress value corresponding to the permanent shear strain value of the slip band soil after the earthquake on the monotonous shear stress-strain curve of the slip band soil before the earthquake.
10. The method for analyzing stability of the seabed slope after earthquake based on in-situ monitoring as claimed in claim 1, wherein in the step S14, the step ofS8, calculating the critical value according to the calculation formula of the length value of the critical initial shear zone of the seabed slope instability, comparing the critical value with the length of the initial damage zone determined in the step S13, and if the critical value is not the initial damage zone, determining whether the length of the initial shear zone is the same as the length of the initial damage zone
Figure DEST_PATH_IMAGE086
The sea floor slope is unstable if
Figure DEST_PATH_IMAGE087
The seabed slope is locally destroyed (progressive destruction), if
Figure DEST_PATH_IMAGE088
The seafloor slope stabilizes.
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