Method for geological model construction and stability simulation of large landslides based on geophysical data

A method for simulating landslide stability based on geophysical exploration data, comprising:

• (S10) measuring an electrical resistivity ρ of a to-be-detected rock-soil mass in a landslide area, acquiring and processing geophysical exploration data of a profile of the landslide area, and generating an electrical resistivity profile by inversion based on the geophysical exploration data;
• (S20) subjecting the electrical resistivity profile to interpret partition to establish a landslide geological model;
• (S30) establishing a relationship model between shear strength parameters of a typical rock-soil mass and physical parameters of the typical rock-soil mass, and calculating shear strength parameters of the to-be-detected rock-soil mass according to the relationship model;
• and
• (S40) loading a preset condition into the landslide geological model, and outputting a landslide stability numerical simulation result to evaluate stability of the landslide area;
• wherein the step (S20) is performed through steps of:
• (S201) interpreting and analyzing a result of the inversion according to the electrical resistivity profile in combination with on-site investigation and basic geological data;
• (S202) subjecting the to-be-detected rock-soil mass to physical property measurement to obtain an electrical resistivity value corresponding to the to-be-detected rock-soil mass, analyzing electrical resistivity P values of a plurality of lithological zones on site, zoning the to-be-detected rock-soil mass according to lithological distribution characteristics, and delineating predefined geological bodies within the landslide area;
• and
• (S203) establishing the landslide geological model comprising the electrical resistivity ρ;
• the step (S30) is performed through steps of:
• establishing the relationship model between shear strength parameters C and φ and an electrical resistivity ρ of the typical rock-soil mass;
• and calculating the shear strength parameters of the to-be-detected rock-soil mass according to the relationship model in combination with the electrical resistivity profile;
• wherein C represents cohesion, and φ represents internal friction angle;
• the shear strength parameters C and φ of the typical rock-soil mass are calculated by substituting the electrical resistivity ρ values of the plurality of lithologic zones into preset equations (1)-(2) or preset equations (3)-(4);
• for a gravel soil, the preset equations (1)-(2) are adopted, expressed as:
• c
• =
• (
• -
• 1
• .
• 1
• ⁢
• 3
• ×
• 1
• ⁢
• 0
• 1
• ⁢
• 4
• )
• ×
• e
• ρ
• /
• (
• 1.12
• ×
• 1
• ⁢
• 0
• 1
• ⁢
• 3
• )
• +
• 1
• .
• 1
• ⁢
• 3
• ×
• 1
• ⁢
• 0
• 1
• ⁢
• 4
• ;
• and
• (
• 1
• )
• φ
• =
• -
• 2
• ⁢
• 2
• .
• 1
• ⁢
• 9
• 1
• +
• (
• ρ
• /
• 2
• .
• 8
• )
• 44.99
• +
• 6
• 0.4
• ;
• (
• 2
• )
• for a rock mass, the preset equations (3)-(4) are adopted, expressed as:
• c
• =
• -
• 1
• ⁢
• 1
• ⁢
• 4
• ⁢
• 7
• ⁢
• 9
• .
• 0
• ⁢
• 9
• 1
• +
• (
• ρ
• /
• 2
• .
• 7
• ⁢
• 8
• )
• 20.33
• +
• 1
• ⁢
• 9
• 518.89
• ;
• and
• (
• 3
• )
• φ
• =
• -
• 4
• .
• 7
• ⁢
• 8
• 1
• +
• (
• ρ
• /
• 2
• .
• 4
• ⁢
• 7
• )
• 52.84
• +
• 3
• ⁢
• 2
• .85
• ;
• (
• 4
• )
• in step (S40), the preset condition comprises a rainfall loading boundary condition, an earthquake loading boundary condition or a combination thereof, a stratum lithologic distribution depth condition and cohesion C and internal friction angle φ of each of the plurality of lithologic zones.