A soft soil area land subsidence calculation method, device, equipment and medium

Abstract

The application discloses a soft soil area land subsidence calculation method, device, equipment and medium, and the method comprises the following steps: acquiring geological survey data and urban planning data; performing space-time fusion on the geological survey data and the urban planning data to construct a GIS database; estimating building load and road load according to the GIS database; and calculating the vertical bearing capacity of different building foundation forms of different single projects by using different calculation models according to the building load and the road load, so as to calculate the land subsidence of the single project. The application can accurately predict the land subsidence in the soft soil area.

Description

Technical Field

[0001] This invention relates to the field of settlement calculation technology, and in particular to a method, apparatus, equipment and medium for calculating land settlement in soft soil areas. Background Technology

[0002] With the rapid urbanization process in recent years, the risk of land subsidence has become increasingly prominent in some cities with soft soil areas due to high-intensity development. Land subsidence not only threatens the safety of surface buildings and roads, but also has a chain reaction on underground infrastructure such as pipe networks, exacerbating the impact of various extreme water disasters caused by climate change on cities, and posing a serious challenge to urban safety and stability.

[0003] However, existing methods for calculating land subsidence in soft soil areas lack specificity. When making predictions in the time dimension, they do not consider the impact of factors causing land subsidence on the accuracy of the prediction results, resulting in inaccurate predictions. Summary of the Invention

[0004] To address the aforementioned shortcomings, this invention provides a method, apparatus, equipment, and medium for calculating land subsidence in soft soil areas, which can accurately predict land subsidence in soft soil areas.

[0005] This invention provides a method for calculating land settlement in soft soil areas, the method comprising:

[0006] Acquire geological survey data and urban planning data;

[0007] The geological survey data and the urban planning data are fused in a spatiotemporal manner from multiple sources to construct a GIS database;

[0008] Estimate building loads and road loads based on the aforementioned GIS database;

[0009] Based on the building load and the road load, different calculation models are used to calculate the vertical bearing capacity of different individual project foundations, thereby calculating the land settlement of the individual project.

[0010] Preferably, the method further includes:

[0011] Spatial difference processing is used to process the land settlement of different individual projects to generate a continuous ground settlement distribution;

[0012] The spatial distribution of underground infrastructure network subsidence is determined based on the acquired underground infrastructure data and the aforementioned ground subsidence distribution.

[0013] Preferably, acquiring geological survey data and urban planning data includes:

[0014] The geological parameters of each pile driving point in the engineering geological survey report of the target area are obtained as the geological survey data.

[0015] The planning elements from the city's master plan, regulatory detailed plan, and urban design plans are obtained as the city's planning data; wherein, the geological parameters include geological type, geological thickness, soil mechanical properties, and rock depth; the planning elements include land use, development intensity, building height, access road planning, and underground infrastructure.

[0016] As a preferred embodiment, the geological survey data and the urban planning data are subjected to spatiotemporal fusion of multi-source data to construct a GIS database, including:

[0017] The geological survey data and the urban planning data are preprocessed to remove invalid data, convert the data into a GIS platform readable format, and unify the coordinate projection of the converted data.

[0018] The layered data of discrete piling points in the converted geological exploration data within a preset area are subjected to interpolation processing to obtain the thickness distribution and compression modulus distribution within the area.

[0019] The differenced geological survey data and the converted urban planning data are overlaid in the same coordinate system, and the attributes of different building elements are managed in layers to obtain the GIS database.

[0020] Preferably, the building load and road load are estimated based on the GIS database, including:

[0021] The quasi-permanent combination of building loads is calculated based on the land use, building area and building height provided by the urban planning data in the GIS database to obtain the building loads.

[0022] The road load is calculated based on urban planning data and geological survey data in the GIS database.

[0023] Wherein, the building load S1 = S Gk +S Qk The road load S2 = S Vk +S Rk S Gk It is a permanent load, S Qk It is a variable load, S Vk It is the vehicle load, S Rk It is the lane load.

[0024] Preferably, based on the building load and the road load, different calculation models are used to calculate the vertical bearing capacity of different individual project foundation types, thereby calculating the land settlement of the individual project, including:

[0025] Based on the building load and the road load, calculate the average pressure value at the bottom of the foundation of the individual raft foundation and box foundation projects, as well as the revised characteristic value of the foundation bearing capacity.

[0026] When the average pressure value is less than the revised characteristic value of the foundation bearing capacity, the settlement is calculated using a preset first settlement calculation model for individual projects of raft foundation and box foundation.

[0027] Based on the building load and the road load, calculate the vertical force at the top of a single pile and the characteristic value of the vertical bearing capacity of the individual pile foundation project.

[0028] When the vertical force at the top of the single pile is less than the characteristic value of the vertical bearing capacity, the settlement is calculated using a preset second settlement calculation model for the individual pile foundation project.

[0029] Among them, the average pressure value at the bottom of the foundation of a single project F k1 G is the vertical force on the top surface of the load foundation determined based on the building load and the road load. k1 It refers to the self-weight of the foundation and the self-weight of the soil on the foundation, where A is the area of ​​the foundation bottom surface; the revised characteristic value of the foundation bearing capacity f a =f ak +η b γ(b-3)+η d γ m (d-0.5), f ak It is the characteristic value of the foundation bearing capacity, η b η d These are the foundation bearing capacity correction coefficients for the foundation width and embedment depth, respectively; γ is the unit weight of the soil below the foundation bottom; b is the foundation bottom width; γ m The weighted average unit weight of the soil above the foundation bottom surface is s, where d is the foundation embedment depth; the first settlement calculation model is s = s1 + s c s represents the final settlement of the individual raft foundation and box foundation, and s1 represents the settlement caused by the additional pressure at the base. c This refers to the settlement caused by the rebound and recompression of the foundation soil below the bottom of the excavation pit. This is an empirical coefficient for settlement calculation, where n is the number of soil layers within the calculated depth range for foundation deformation, p0 is the additional pressure at the foundation bottom surface corresponding to the quasi-permanent combination of load effects, determined based on the building load and the road load, and E. si It is the compression modulus of the i-th layer of soil below the foundation bottom, z i z i-1 It is the distance from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; It is the average additional stress coefficient within the range from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom surface of the foundation pit. p is an empirical coefficient for settlement calculation that takes into account the rebound effect. c It is the self-weight pressure of the soil above the bottom of the foundation pit, E ci It is the resilient modulus of the i-th soil layer;

[0030] Vertical force at the top of a single pile in a single pile foundation project F k2 It is the vertical force applied by the building load determined based on the building load and the road load; G k2 It is the standard value of the self-weight of the pile cap and the soil on the pile cap, m is the number of piles in the pile foundation, and the characteristic value of vertical bearing capacity R = Q. uk / K+η c f ak A c η c It is the pier effect coefficient, f bk It is the thickness-weighted average of the characteristic values ​​of the foundation bearing capacity of each soil layer within a depth not exceeding 5m and half the width of the foundation cap; A c This calculates the net area of ​​the pile cap corresponding to the foundation pile, where K is the safety factor and Q is the net area of ​​the foundation pile. uk It is the standard value of the vertical ultimate bearing capacity of a single pile. Q sk It is the standard value of the ultimate lateral resistance of a single pile; Q pk It is the standard value of the ultimate end resistance of a single pile; q sik q is the standard value of the ultimate lateral resistance of the i-th layer of soil along the pile. pk This is the standard value of the ultimate end resistance, where u is the pile circumference, and l is the standard value of the ultimate end resistance. i A is the thickness of the i-th layer of soil around the pile. p The area at the pile tip is k, and the number of soil layers is k; the second settlement calculation model is... s z Let s' be the settlement of a single pile foundation project, s′ be the settlement calculated using the Boussinesq solution and the layered summation method for deep foundations, s is an empirical coefficient for pile foundation settlement calculation, and ψ is the settlement coefficient for a single pile foundation project. e is the equivalent settlement coefficient of the pile foundation, and p1 is the average additional pressure on the bottom of the pile cap under the quasi-permanent combination of load effects, determined based on the building load and the road load. n c This refers to the number of stakes on the shorter side when using a rectangular stake layout. C0, C1, and C2 represent the pile spacing-to-diameter ratio, length-to-diameter ratio, and foundation length-to-width ratio; L c B c z and z represent the length, width, and total number of piles of the rectangular foundation, respectively.

[0031] Preferably, the spatial distribution of underground infrastructure network subsidence is determined based on the acquired underground infrastructure data and the ground subsidence distribution, including:

[0032] Extract the plane coordinates and original elevations of each pipeline or network node from the GIS database;

[0033] In the GIS platform, the planar coordinates of each pipeline node or pipeline endpoint are traversed, and the corresponding settlement amount is retrieved from the ground settlement distribution for each planar coordinate.

[0034] The new elevation is obtained by subtracting the retrieved settlement amount from the original elevation, and the spatial distribution of settlement of the underground infrastructure network is determined.

[0035] This invention also provides a land settlement calculation device for soft soil areas, the device comprising:

[0036] The data acquisition module is used to acquire geological survey data and urban planning data;

[0037] The database construction module is used to perform spatiotemporal fusion of multi-source data, including geological exploration data and urban planning data, to construct a GIS database.

[0038] The load calculation module is used to estimate building loads and road loads based on the GIS database.

[0039] The settlement calculation module is used to calculate the vertical bearing capacity of different individual projects based on the building load and the road load, using different calculation models for the building foundation forms, thereby calculating the land settlement of the individual projects.

[0040] This invention also provides a terminal device, including a processor, a memory, and a computer program stored in the memory and configured to be executed by the processor. When the processor executes the computer program, it implements the land settlement calculation method for soft soil areas as described in any of the above embodiments.

[0041] This invention also provides a computer-readable storage medium, which includes a stored computer program, wherein the computer program, when running, controls the device where the computer-readable storage medium is located to execute the land settlement calculation method for soft soil areas as described in any of the above embodiments.

[0042] The present invention provides a method, apparatus, equipment, and medium for calculating land settlement in soft soil areas. This method involves acquiring geological survey data and urban planning data; performing spatiotemporal fusion of multi-source data on the geological survey data and urban planning data to construct a GIS database; estimating building loads and road loads based on the GIS database; and calculating the vertical bearing capacity of different foundation types for different individual projects based on the building loads and road loads, thereby calculating the land settlement of the individual projects. The solution provided in this application can accurately predict land settlement in soft soil areas. Attached Figure Description

[0043] Figure 1 This is a flowchart illustrating a method for calculating land settlement in soft soil areas, provided by an embodiment of the present invention.

[0044] Figure 2 This is a schematic diagram of the structure of the land settlement calculation device for soft soil areas provided in an embodiment of the present invention;

[0045] Figure 3 This is a schematic diagram of the structure of a terminal device provided in an embodiment of the present invention. Detailed Implementation

[0046] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0047] See Figure 1 This is a flowchart illustrating a method for calculating land settlement in soft soil areas according to an embodiment of the present invention. The method includes steps S1 to S4:

[0048] Step S1: Obtain geological survey data and urban planning data;

[0049] Step S2: Perform spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database;

[0050] Step S3: Estimate building load and road load based on the GIS database;

[0051] Step S4: Based on the building load and the road load, different calculation models are used to calculate the vertical bearing capacity of different individual project foundation types, thereby calculating the land settlement of the individual project.

[0052] In the specific implementation of this embodiment, based on the development area proposed in the urban plan and combined with the surrounding related areas that may be affected, a detailed geological survey scope is delineated to ensure that all potential engineering construction sites are covered.

[0053] Obtain geological survey data. Specifically, this involves combining various survey methods, such as drilling, which involves arranging boreholes at specific grid intervals to obtain soil and rock samples at different depths; geophysical exploration, which utilizes techniques such as seismic waves and electrical resistivity tomography to detect information on underground geological structures and fault distribution; and geological mapping, which involves on-site mapping and recording of surface geological phenomena, including outcrop lithology and geological structural features. Record the physical and mechanical properties of the soil and rock layers, such as the density, water content, void ratio, and shear strength of various soil types, and the compressive strength and elastic modulus of rocks; stratigraphic structure information, including the layer thickness, depth, and sequence relationship of each soil and rock layer; and groundwater conditions, including water level depth, aquifer characteristics, water composition, and corrosivity to building materials.

[0054] Obtain urban planning data. Specifically, obtaining urban planning data requires acquiring urban planning documents, including master plans, detailed plans, and various special plans. This includes compiling the distribution of land use types in the plans, clarifying the scope and layout of different functional areas such as commercial areas, residential areas, industrial areas, and public green spaces; road planning, obtaining detailed parameters such as road grade, direction, width, and design load standards; and underground pipeline planning, understanding the location, diameter, and burial depth of various pipelines such as water supply and drainage, gas, electricity, and communications.

[0055] Geological survey data is standardized by unifying units and coordinate systems, and correcting data deviations caused by measurement errors. Urban planning data is similarly converted and matched to ensure compatibility with geological data in the same spatial reference system.

[0056] Using time as a guiding principle, the exploration time of geological data and the update time of urban planning data are traced to ensure that the data used reflects the state of the period. Spatially, Geographic Information System (GIS) software is used to accurately overlay geological layers (such as stratigraphic distribution layers and groundwater level layers) with urban planning layers (land use layers, road planning layers, etc.) to establish a connection between multi-source data. A suitable GIS database management system, such as ArcGIS Geodatabase or open-source PostGIS, is selected to import the integrated data according to a certain classification system, create indexes, and facilitate rapid querying and retrieval, thus constructing a GIS database encompassing comprehensive geological and planning information.

[0057] Building loads and road loads are estimated based on the GIS database.

[0058] Based on the land use types and planned building functions in the GIS database, and in conjunction with building design codes, the self-weight load of different types of buildings is estimated, and the vertical load is determined by considering the number of floors and the building structure. At the same time, the live load is estimated based on factors such as population density and equipment configuration, such as the additional load generated by personnel activities, furniture placement, elevator machine rooms, etc.

[0059] Based on the road planning level, referencing the relevant road design specifications, considering the distribution probability of vehicle types, and combining traffic flow data, calculate the vehicle wheel load, impact load, etc. per unit area of ​​different road sections, and comprehensively obtain the average load and peak load within the road design service life.

[0060] For different individual projects, identify their foundation types, such as shallow foundations (isolated foundations, strip foundations) and deep foundations (pile foundations, caisson foundations), and determine the bearing capacity characteristics of the foundation soil based on geological survey data. For shallow foundations, under homogeneous soil conditions, classic formulas for calculating the bearing capacity of shallow foundations, such as Terzaghi's formula, can be used to calculate the vertical bearing capacity, considering factors such as foundation size, depth, and soil mechanical parameters. If complex multi-layered soil conditions are encountered, the layered summation method is used for correction calculation. For deep foundations, for pile foundations, the appropriate formula for calculating the vertical bearing capacity of a single pile can be selected according to the type of pile (cast-in-place piles, precast piles), considering pile side friction and pile end resistance, and corrected by combining on-site static load test data; for caisson foundations, a specialized caisson design calculation model is used based on factors such as its sinking depth and the friction between the caisson wall and the soil.

[0061] Based on the calculated vertical bearing capacity and combined with the soil compression characteristics, the layered summation method or other settlement calculation theories are used to calculate the land settlement of a single project, taking into account the long-term effects of building loads and road loads.

[0062] This application proposes a solution that collects and integrates multi-source geological survey reports and urban planning data. Through spatial interpolation, it constructs a unified database covering multiple surface and subsurface elements. Then, it performs secondary consolidation settlement prediction for individual projects such as buildings, roads, and urban infrastructure, accurately predicting land subsidence in soft soil areas. This solution can accurately quantify and identify potential subsidence risks in soft soil areas at a macro-urban scale, providing efficient quantitative analysis and decision support for urban planning, disaster prevention and mitigation, and infrastructure maintenance, thereby enhancing urban resilience under extreme climatic conditions.

[0063] In another embodiment of the present invention, after calculating the land settlement of a single project, the spatial distribution of the underground infrastructure network settlement is further analyzed based on the previously obtained land settlement data of the single project and underground infrastructure data, as follows:

[0064] Spatial subsidence processing: For land subsidence data of different individual projects, appropriate spatial subsidence methods (such as Kriging interpolation, inverse distance weighted interpolation, etc.) are used to process these discrete subsidence data and extend them to the entire study area, thereby generating a continuous ground subsidence distribution to reflect a more comprehensive ground subsidence situation in the region.

[0065] Determine the spatial distribution of settlement in the underground infrastructure network: Acquire data on underground infrastructure (such as the location, burial depth, and material of water supply and drainage pipes, gas pipelines, cables, etc.) and overlay it with the generated continuous ground settlement distribution for analysis. Based on the impact of ground settlement on underground infrastructure and the characteristics of underground infrastructure, determine the spatial distribution of settlement in the underground infrastructure network and identify the locations and areas of underground infrastructure that may be significantly affected by settlement.

[0066] Settlement calculation results are output as visualized urban ground settlement distribution maps and pipeline settlement diagrams, which can intuitively support urban planning and engineering decision-making departments in making more scientific arrangements for land use, road alignment, and underground utility tunnel layout. Early identification of potential leaks, fractures, or slope loss in underground pipelines due to differential settlement can assist relevant departments in optimizing pipeline renovation or maintenance plans. For resilient city construction in response to extreme weather events (such as storm surges and floods), settlement prediction models can provide key technical support for sponge city construction, flood control embankment site selection, and drainage network upgrades.

[0067] In another embodiment of the present invention, when acquiring geological exploration data and urban planning data, specifically: the collection of geological exploration data includes:

[0068] The collection of exploration reports refers to obtaining engineering geological exploration reports for the study area or adjacent areas with similar conditions (such as similar geological age and stratigraphic environment).

[0069] Formation parameter acquisition, which involves extracting the layer information for each piling point from the report, including:

[0070] Stratigraphic types: such as plain fill, alluvial-diluvial deposits, marine-continental transitional facies, Lower Paleozoic granites, etc.;

[0071] Formation thickness: average thickness h (m);

[0072] Soil mechanical properties: Compression modulus E s (MPa), characteristic value of pile end resistance q pa (kPa), characteristic value of pile side friction q sa (kPa), negative friction coefficient, etc.;

[0073] Rock strata depth: Generally, intact bedrock such as granite is found.

[0074] Data accuracy verification: Check the rationality and accuracy of the data in the geological exploration report. If anomalies are found, further investigation or supplementary exploration is required.

[0075] Collect urban planning data, including:

[0076] Data sources: Collection of urban master plans, regulatory detailed plans, urban design plans, or other relevant planning documents.

[0077] Acquisition of planning elements, including:

[0078] Land use designation: residential, commercial, industrial, green space, etc.

[0079] Development intensity: often characterized by plot ratio, building density, etc.

[0080] Building height: determined based on planning conditions or design scheme;

[0081] Road traffic planning: main and secondary roads, branch road cross-sections, traffic flow forecasting, etc.;

[0082] Underground infrastructure includes water supply and drainage, sewage, electricity, communications, gas and other pipeline networks, as well as the planned location and cross-sectional dimensions of integrated utility tunnels.

[0083] Data integration and quality control: The collected planning drawings or geographic information data are checked to remove duplicate or erroneous information, laying the foundation for subsequent spatial integration.

[0084] In another embodiment of the present invention, the process of constructing a GIS database based on the spatiotemporal fusion of acquired multi-source data specifically includes the following steps:

[0085] After obtaining multi-source data related to geological exploration and urban planning, it is necessary to process and integrate them in a unified manner to construct a comprehensive spatial dataset that reflects various surface and subsurface elements. This mainly includes the following sub-steps:

[0086] Data preprocessing and standardization include:

[0087] Invalid data removal refers to removing geological exploration points and planning drawings that do not conform to reality, based on data specifications and accuracy requirements, and eliminating those with too many missing values, obvious errors, or those that cannot be corrected.

[0088] Data format conversion: If the data source format is not uniform (such as CAD, Shapefile, GeoJSON, etc.), it needs to be converted to a uniform GIS platform readable format;

[0089] Projection and Coordinate System 1: Based on the surveying benchmark or national standard coordinate system (such as CGCS2000 or local coordinate system) of the province or city where the study area is located, unify the coordinate projection system of all data.

[0090] Spatial interpolation of geological data, specifically:

[0091] Interpolation method selection: Inverse distance weighted interpolation (IDW) or kriging interpolation is used to interpolate discrete piling point data within the region;

[0092] During the interpolation process, the input data includes the thickness and compression modulus of the strata (such as soft soil layer and alluvial-diluvial layer) at each pile driving point; the output data includes the thickness distribution and compression modulus distribution of the corresponding strata within the study area.

[0093] Verify the interpolation results by visually comparing them. If unreasonable and drastic changes occur in local areas, check the original data or adjust the interpolation parameters (such as search radius, power, etc.).

[0094] Multi-source data integration, including urban planning data overlay: interpolation results of geological data are overlaid with urban planning layers (including roads, underground pipeline systems, land use, building layout, etc.) in the same coordinate system to construct a two-dimensional GIS database;

[0095] A database is constructed to manage elements such as roads, pipelines, building plots, and underground soil layers in a hierarchical manner, ensuring that various attributes (such as building load, road load, and soil mechanical indicators) can be quickly viewed and accessed.

[0096] Quality inspection and visualization: Visual analysis methods (such as profile maps and 3D geological models) are used to check the degree of matching between the fusion results and the actual terrain and geological conditions of the fused data.

[0097] In another embodiment of the present invention, the calculation of building loads and road loads specifically includes the following steps: Based on the land use, building area, and building height provided by urban planning data, the quasi-permanent combination of building loads is calculated, specifically:

[0098] S1=S Gk +S Qk ;

[0099]

[0100] Where S is the quasi-permanent combination of building loads (kN / m2); S Gk It is a permanent load, with units of kN / m. 2 S Qk It is a variable load, with units of kN / m. 2 S GjkIt is based on the j-th permanent load standard value G jk Calculated load effect value; S Qik It is based on the standard value Q of the i-th variable load. ik The calculated load effect value, where S Q1k It is the controlling factor among the various variable load effects; ψ qi It is the i-th variable load Q i The combination value coefficient; m is the number of permanent loads participating in the combination; n is the number of variable loads participating in the combination.

[0101] The road load is calculated based on urban planning data and geological survey data in the GIS database.

[0102] The road load S2 = S Vk +S Rk That is, the frequent combination of road loads (combination of permanent and variable actions), S Vk It is the vehicle load, S Rk These are lane loads, all in kN / m. 2 .

[0103] Among them, the vehicle load currently used in my country's urban road and highway standards is a standard axle load of 100kN for a single axle of a dual-wheel set, with a tire pressure of 0.7MPa. The lane load is the subgrade load calculated according to the road design cross-section.

[0104] In another embodiment of the present invention, the land settlement calculation for a single project specifically includes the following steps: calculating ground settlement based on the selected foundation type. Throughout the entire lifecycle of a project, land settlement mainly includes three types: instantaneous settlement, primary and secondary consolidation settlement, and secondary consolidation settlement. The first two mainly occur during the construction phase and can be resolved through backfilling, while the latter mainly occurs during the operation phase. The land settlement discussed in this invention primarily refers to secondary consolidation settlement, i.e., the foundation settlement value during the building's use after construction. Based on engineering experience in soft soil areas, this is generally taken as 2% to 5% of the final settlement.

[0105] This embodiment provides calculation methods for two common foundation types in soft soil areas: calculation of vertical bearing capacity and final settlement of raft and box foundations, and calculation of vertical bearing capacity and final settlement of pile foundations.

[0106] When calculating the vertical bearing capacity of raft and box foundations, the average pressure value at the bottom of the foundation of a single project is... F k1 G is the vertical force on the top surface of the load foundation determined based on the building load and the road load. k1 It is the self-weight of the foundation and the self-weight of the soil on the foundation, and A is the area of ​​the foundation bottom surface;

[0107] f a =f ak +η b γ(b-3)+η d γ m (d-0.5); f ak It is the characteristic value of the foundation bearing capacity, η b η d These are the foundation bearing capacity correction coefficients for the foundation width and embedment depth, respectively; γ is the unit weight of the soil below the foundation bottom; b is the foundation bottom width; γ m d is the weighted average unit weight of the soil above the foundation bottom surface, and d is the foundation embedment depth;

[0108] In traditional calculations, it is necessary to determine that the vertical bearing capacity of the foundation is greater than the average pressure value at the bottom of the foundation to ensure that the foundation will not suffer destructive damage (settlement), so that the settlement value can be calculated according to the formula.

[0109] The first settlement calculation model can only be used to calculate the settlement when the average pressure value is less than the revised characteristic value of the foundation bearing capacity.

[0110] Specifically, for individual projects with raft foundations and box foundations, a pre-set first settlement calculation model is used to calculate the settlement; the first settlement calculation model is s = s1 + s c s represents the final settlement of the individual raft foundation and box foundation, and s1 represents the settlement caused by the additional pressure at the base. c This refers to the settlement caused by the rebound and recompression of the foundation soil below the bottom of the excavation pit. This is an empirical coefficient for settlement calculation, where n is the number of soil layers within the calculated depth range for foundation deformation, p0 is the additional pressure at the foundation bottom surface corresponding to the quasi-permanent combination of load effects, determined based on the building load and the road load, and E. si It is the compression modulus of the i-th layer of soil below the foundation bottom, z i z i-1 It is the distance from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; It is the average additional stress coefficient within the range from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom surface of the foundation pit. p is an empirical coefficient for settlement calculation that takes into account the rebound effect. c It is the self-weight pressure of the soil above the bottom of the foundation pit, E ci It is the resilient modulus of the i-th soil layer;

[0111] When calculating the final settlement of raft and box foundations using the soil's compression modulus, similarly:

[0112] Based on the building load and the road load, calculate the vertical force at the top of a single pile and the characteristic value of the vertical bearing capacity of the individual pile foundation project.

[0113] Vertical force at the top of a single pile in a single pile foundation project F k2 It is the vertical force applied by the building load determined based on the building load and the road load; G k2 is the standard value of the self-weight of the pile cap and the soil on the pile cap, and m is the number of piles in the pile foundation;

[0114] R = Q uk / K+η c f ak A c ;

[0115]

[0116] N k R is the vertical force at the top of a single pile; F is the characteristic value of the vertical bearing capacity of a pile or composite pile; k It is the vertical force applied by the building load; G k is the standard value of the self-weight of the pile cap and the soil above the pile cap; k is the number of piles in the pile foundation.

[0117] η c It is the pier effect coefficient; f ak It is the thickness-weighted average of the characteristic values ​​of the foundation bearing capacity of each soil layer within a depth not exceeding 5m and half the width of the foundation cap; A c This calculates the net area of ​​the pile cap bottom corresponding to the foundation pile; Q uk It is the standard value of the vertical ultimate bearing capacity of a single pile; K is the safety factor, which is generally taken as K=2.

[0118] q sik q is the standard value of the ultimate lateral resistance of the i-th layer of soil along the pile. pk This is the standard value of the ultimate resistance, where u is the pile circumference; l i It is the thickness of the i-th layer of soil around the pile; A p It is the area at the pile tip;

[0119] Q sk It is the standard value of the ultimate lateral resistance of a single pile; Q pk It is the standard value of the ultimate end resistance of a single pile;

[0120] When the vertical force at the top of the single pile is less than the characteristic value of the vertical bearing capacity, the settlement is calculated using a preset second settlement calculation model for the individual pile foundation project.

[0121] The final settlement of the pile foundation is calculated using the equivalent action layered summation method, assuming a uniform pile distribution, to calculate the settlement at the midpoint of the rectangular pile foundation.

[0122]

[0123] s z Let s′ be the settlement of a single pile foundation project, calculated using the Boussinesq solution and the layered summation method for deep solid foundations, and ψ be the empirical coefficient for pile foundation settlement calculation. e It is the equivalent settlement coefficient of the pile foundation; p1 is the average additional pressure on the bottom of the pile cap under the quasi-permanent combination of load effects, determined based on the building load and the road load; n b This refers to the number of stakes on the shorter side when using a rectangular stake layout. C0, C1, and C2 represent the pile spacing-to-diameter ratio, length-to-diameter ratio, and foundation length-to-width ratio; L c B c z and z represent the length, width, and total number of piles of the rectangular foundation, respectively.

[0124] In another embodiment of the present invention, determining the spatial distribution of underground infrastructure network settlement based on the acquired underground infrastructure data and the ground settlement distribution specifically includes:

[0125] After completing the ground settlement calculation for each individual project, the secondary consolidation settlement of each individual project is obtained, and then spatial interpolation begins:

[0126] Attribute the settlement values ​​of individual projects, including assigning the final settlement (sss) values ​​of the individual projects (such as buildings, roads, embankments, pipe corridors, etc.) to the corresponding GIS graphic features. Add a "Secondary Consolidation Settlement" field to the layer attribute table and record the predicted values.

[0127] The buffer zone and interpolation range are set, including the buffer assumption: the settlement effect caused by a single project is considered negligible outside the project boundary (s = 0). The effect attenuation model: the settlement gradually changes from the boundary of the single project to zero at the outer edge of the buffer zone, forming an attenuation function. This attenuation can be linear or a nonlinear function based on soil properties.

[0128] It should be noted that when selecting a specific spatial interpolation method, common methods include IDW, radial basis functions, and Kriging interpolation. During the interpolation process, the center value (or boundary value) assigned to the polygon of a single project is interpolated to generate a continuous ground settlement distribution surface. If the same area is affected by multiple single projects simultaneously, superposition or multi-weighted interpolation methods can be used to reflect the cumulative effect of settlement in the resonance zone or adjacent zones.

[0129] Settlement prediction for underground infrastructure networks: Underground infrastructure (water supply, drainage, sewage, electricity, communication, gas, etc.) is easily affected by ground subsidence due to its shallow burial depth and wide distribution. The main task of this module is to conduct a comprehensive assessment of the impact of ground subsidence on the location and function of underground pipelines after obtaining the ground subsidence distribution.

[0130] Geometric and attribute data of underground pipeline network: Extract the plane coordinates and original elevation of each pipeline or pipeline node (inspection well, valve well, pump station, etc.) from the data fusion process;

[0131] Ground settlement distribution data: Settlement distribution raster or vector interpolation results obtained in step four.

[0132] Pipeline node settlement calculation: Read node coordinates: Traverse the latitude and longitude / plane coordinates of each pipeline node (or pipe segment endpoint) in the GIS platform; Match settlement value: Retrieve the corresponding settlement amount sss on the ground settlement distribution map based on the node coordinates; Elevation update: Subtract the settlement amount from the original elevation of the node to obtain the new elevation.

[0133] Considering the impact of pipeline slope on function, the slope should be recalculated: If there is a gravity flow section in the water supply, drainage or sewage pipeline, a certain slope is required for normal operation. Therefore, when the node elevation changes, the slope of the pipeline section should be recalculated.

[0134] Determine if the function is damaged: If the new slope is too small or a negative slope occurs, it will affect the drainage efficiency or cause backflow, and corresponding adjustments need to be made at the planning or operation and maintenance level.

[0135] Structural safety assessments should be conducted. If pipelines or tunnels are located in areas with significant settlement differences (such as areas of differential foundation settlement), problems such as joint cracking or interface leakage are likely to occur. Subsequent monitoring and reinforcement measures should be implemented.

[0136] Finally, output a spatial distribution map of urban ground subsidence and underground infrastructure network subsidence.

[0137] This application's solution systematically quantifies the additional stress on the foundation brought about by future urban construction by integrating multi-source geological data with urban planning load information, providing higher accuracy for settlement prediction in soft soil areas. By incorporating various engineering facilities such as buildings, roads, embankments, and integrated utility tunnels into a unified prediction model, it overcomes the limitations of traditional single-project or single-load assessments, enabling a more comprehensive identification of potential settlement risks within the urban area. Spatial interpolation and distribution analysis of potential settlement in urban surface and underground pipe networks can provide advance risk level classification and early warning for key areas susceptible to settlement under extreme rainfall and flood conditions. By introducing quantitative analysis of the entire life cycle loads, including building loads, road loads, and pipeline loads, and comprehensively considering instantaneous settlement, primary consolidation settlement, and secondary consolidation settlement, the prediction results are closer to engineering realities. Dynamic assessment of foundation settlement for both new and existing projects helps to promptly identify potential structural safety hazards and develop corresponding reinforcement schemes or monitoring strategies, reducing subsequent maintenance or repair costs. This method quantifies the changes in pipe slope and flow rate after underground pipe network settlement, providing a basis for decisions on the renovation of water supply, drainage, and sewage pipe networks, and ensuring the stability of urban pipe network functions in the long term. Coastal soft soil areas are particularly vulnerable to the combined impacts of climate change, such as sea-level rise, storm surges, and extreme rainfall. Foundation settlement can further reduce drainage capacity and flood control standards. The prediction results of this method can be used to incorporate settlement risk into the urban disaster prevention system, combining it with sponge city or comprehensive flood control planning to enhance the overall disaster prevention and mitigation capabilities of the city. Quantifying settlement trends under different climate scenarios over the next few years assists governments and planning departments in making long-term strategic assessments of infrastructure upgrades or overall relocation projects, improving the overall resilience of cities against extreme weather.

[0138] This invention also provides a land settlement calculation device for soft soil areas, see [link to relevant documentation]. Figure 2 This is a schematic diagram of the structure of a land settlement calculation device for soft soil areas provided in an embodiment of the present invention. The device includes:

[0139] The data acquisition module is used to acquire geological survey data and urban planning data;

[0140] The database construction module is used to perform spatiotemporal fusion of multi-source data, including geological exploration data and urban planning data, to construct a GIS database.

[0141] The load calculation module is used to estimate building loads and road loads based on the GIS database.

[0142] The settlement calculation module is used to calculate the vertical bearing capacity of different individual projects based on the building load and the road load, using different calculation models for the building foundation forms, thereby calculating the land settlement of the individual projects.

[0143] It should be noted that the land settlement calculation device for soft soil areas provided in the embodiments of the present invention can execute the land settlement calculation method for soft soil areas described in any of the above embodiments. The specific functions of the land settlement calculation device for soft soil areas will not be elaborated here.

[0144] See Figure 3 This is a schematic diagram of a terminal device provided in an embodiment of the present invention. The terminal device of this embodiment includes: a processor, a memory, and a computer program stored in the memory and executable on the processor, such as a land settlement calculation program for soft soil areas. When the processor executes the computer program, it implements the steps in the various embodiments of the land settlement calculation method for soft soil areas described above, for example... Figure 1 The steps S1 to S4 are shown. Alternatively, when the processor executes the computer program, it implements the functions of each module in the above-described device embodiments.

[0145] For example, the computer program can be divided into one or more modules / units, which are stored in the memory and executed by the processor to complete the present invention. The one or more modules / units can be a series of computer program instruction segments capable of performing functions, which describe the execution process of the computer program in the terminal device. For example, the computer program can be divided into various modules, the specific functions of which will not be elaborated again.

[0146] The terminal device can be a desktop computer, laptop, handheld computer, or cloud server, etc. The terminal device may include, but is not limited to, a processor and memory. Those skilled in the art will understand that the schematic diagram is merely an example of a terminal device and does not constitute a limitation on the terminal device. It may include more or fewer components than illustrated, or combine certain components, or different components. For example, the terminal device may also include input / output devices, network access devices, buses, etc.

[0147] The processor can be a Central Processing Unit (CPU), or other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. A general-purpose processor can be a microprocessor or any conventional processor. The processor is the control center of the terminal device, connecting all parts of the terminal device via various interfaces and lines.

[0148] The memory can be used to store the computer programs and / or modules. The processor implements various functions of the terminal device by running or executing the computer programs and / or modules stored in the memory and by calling data stored in the memory. The memory may mainly include a program storage area and a data storage area. The program storage area may store the operating system, at least one application program required for a function (such as sound playback function, image playback function, etc.), etc.; the data storage area may store data created according to the use of the mobile phone (such as audio data, phonebook, etc.). In addition, the memory may include high-speed random access memory, and may also include non-volatile memory, such as hard disk, memory, plug-in hard disk, smart media card (SMC), secure digital (SD) card, flash card, at least one disk storage device, flash memory device, or other volatile solid-state storage device.

[0149] Wherein, if the modules / units integrated in the terminal device are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, all or part of the processes in the methods of the above embodiments of the present invention can also be implemented by a computer program instructing related hardware. The computer program can be stored in a computer-readable storage medium, and when the computer program is executed by a processor, it can implement the steps of the various method embodiments described above. Wherein, the computer program includes computer program code, which can be in code form, object code form, executable file, or some intermediate form, etc. The computer-readable medium can include: any entity or device capable of carrying the computer program code, recording medium, USB flash drive, portable hard drive, magnetic disk, optical disk, computer memory, read-only memory (ROM), random access memory (RAM), electrical carrier signal, telecommunication signal, and software distribution medium, etc.

[0150] The above description represents the preferred embodiments of the present invention. It should be noted that those skilled in the art can make various improvements and modifications without departing from the principles of the present invention, and these improvements and modifications are also considered to be within the scope of protection of the present invention.

Claims

1. A method for calculating land subsidence in soft soil regions, characterized by, The method comprises: obtaining geological survey data and urban planning data; spatiotemporal fusion of the geological survey data and the urban planning data to construct a GIS database; estimating building load and road load according to the GIS database; calculating the vertical bearing capacity of different building foundation forms of different single projects by using different calculation models according to the building load and the road load, so as to calculate the land subsidence of the single project; the calculation of the vertical bearing capacity of different building foundation forms of different single projects by using different calculation models according to the building load and the road load, so as to calculate the land subsidence of the single project, comprising: calculating the average pressure value at the foundation bottom of the single project with raft foundation and box foundation and the revised characteristic value of the foundation bearing capacity according to the building load and the road load; when the average pressure value is less than the revised characteristic value of the foundation bearing capacity, a preset first settlement calculation model is used to calculate the settlement of the single project with raft foundation and box foundation; calculating the single pile top vertical force and the vertical bearing capacity characteristic value of the single project with pile foundation according to the building load and the road load; when the single pile top vertical force is less than the vertical bearing capacity characteristic value, a preset second settlement calculation model is used to calculate the settlement of the single project with pile foundation; Among them, the average pressure value at the bottom of the foundation of a single project , It is the vertical force on the top surface of the load foundation determined based on the building load and the road load. It refers to the self-weight of the foundation and the self-weight of the soil on the foundation. It is the area of ​​the foundation bottom surface; the revised characteristic value of the foundation bearing capacity. , It is the characteristic value of the foundation bearing capacity. These are the foundation bearing capacity correction factors for the foundation width and the embedment depth, respectively. the method further comprises: The unit weight of the soil below the foundation bottom surface. b It is the width of the base surface. generating a continuous ground subsidence distribution by using spatial difference processing according to the land subsidence of different single projects; m It is the weighted average unit weight of the soil above the foundation bottom. d It is the foundation embedment depth; the first settlement calculation model is... , This refers to the final settlement of individual projects with raft foundations and box foundations. This refers to the settlement caused by the additional pressure on the base. This refers to the settlement caused by the rebound and recompression of the foundation soil below the bottom of the excavation pit. , It is an empirical coefficient for settlement calculation. n It is the number of soil layers within the depth range for foundation deformation calculation. p 0 It is the additional pressure at the bottom of the foundation, determined based on the building load and the road load, corresponding to the quasi-permanent combination of load effects. E si It is the first under the foundation. i The compression modulus of the soil layer It is the distance from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; It is the average additional stress coefficient within the range from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom surface of the excavation pit. , It is an empirical coefficient for settlement calculation that takes into account the effect of rebound. p c It is the pressure of the soil above the bottom of the foundation pit due to its own weight. E ci It is the first i The resilient modulus of the soil layer; Vertical force on top of single pile of single pile foundation , is vertical force of building load application determined according to the building load and the road load; is standard value of self weight of pile cap and soil on pile cap, m is number of piles in pile foundation; vertical bearing capacity characteristic value , is pile cap effect coefficient, is average value of foundation bearing capacity characteristic value of each layer of soil in range of 1 / 2 pile cap width under pile cap and not more than 5m depth according to thickness weighting; is net area of pile cap bottom corresponding to calculation pile, K is safety factor, is standard value of vertical ultimate bearing capacity of single pile, , is standard value of ultimate side resistance of single pile; is standard value of ultimate end resistance of single pile; is standard value of ultimate side resistance of i-th layer of soil around pile, is standard value of ultimate end resistance, u is circumference of pile, l i is thickness of i-th layer of soil around pile, A p is pile end area, k is number of soil layers; the second settlement calculation model is ; is settlement of single pile foundation of single pile foundation, is pile foundation settlement calculated by Boussinesq solution according to entity deep foundation layer summation method, is pile foundation settlement calculation empirical coefficient, is equivalent settlement coefficient of pile foundation, p 1 is average additional pressure on pile cap bottom under load effect quasi-permanent combination according to the building load and the road load, , n c is short side pile arrangement number when arranging piles in rectangular shape, ; C 0 , C 1 , C 2 is group pile distance diameter ratio, length diameter ratio and foundation length width ratio; L c , B c and z are length, width and total pile number of rectangular pile cap respectively.

2. The soft soil land subsidence calculation method according to claim 1, wherein determining the spatial distribution of the underground infrastructure network subsidence according to the obtained underground infrastructure data and the ground subsidence distribution. obtaining geological survey data and urban planning data, comprising: obtaining the stratum parameters of each piling point in the engineering geological survey report of the target area as the geological survey data; 3. The soft soil land subsidence calculation method according to claim 1, wherein obtaining the planning elements in the overall urban planning, the controlling detailed planning and the urban design as the urban planning data; wherein the stratum parameters include stratum type, stratum thickness, soil layer mechanical index and rock layer depth; the planning elements include land use property, development intensity, building height, road traffic planning and underground infrastructure. spatiotemporal fusion of the geological survey data and the urban planning data to construct a GIS database, comprising; data preprocessing of the geological survey data and the urban planning data, eliminating invalid data, converting the data into GIS platform readable format, and unifying the coordinate projection of the converted data; 4. The soft soil land subsidence calculation method according to claim 1, wherein difference processing of the layered data of the converted geological survey data in the preset area range to obtain the thickness distribution and compression modulus distribution in the area range; superimposing the difference processed geological survey data and the converted urban planning data in the same coordinate system, and layering managing the attributes of different building elements to obtain the GIS database. estimating building load and road load according to the GIS database, comprising: calculating the quasi-permanent combination of building load according to the land use property, building area and building height provided by the urban planning data in the GIS database to obtain the building load; 5. The soft soil land subsidence calculation method according to claim 1, wherein ​ ​ calculating the road load according to the urban planning data and the geological survey data in the GIS database; wherein the building load ; the road load ; S Gk is a permanent load, S Qk is a variable load, S Vk is a vehicle load, S Rk is a lane load.

6. The soft soil land subsidence calculation method according to claim 2, wherein determining the spatial distribution of the underground infrastructure network settlement according to the obtained underground infrastructure data and the ground subsidence distribution, comprising: extracting the plane coordinates and the original elevations of each pipeline or pipeline node from the GIS database; traversing the plane coordinates of each pipeline node or pipeline endpoint in the GIS platform, and retrieving the corresponding settlement amount from the ground subsidence distribution for each plane coordinate; subtracting the retrieved settlement amount from the original elevation to obtain a new elevation, and determining the spatial distribution of the underground infrastructure network settlement.

7. A soft soil area land subsidence calculation device characterized by comprising: The device comprises: a data acquisition module configured to acquire geological survey data and urban planning data; a database construction module configured to perform spatio-temporal fusion of multi-source data on the geological survey data and the urban planning data, and construct a GIS database; a load calculation module configured to estimate building load and road load according to the GIS database; a settlement calculation module configured to calculate the vertical bearing capacity of different building foundation forms of different single projects by using different calculation models according to the building load and the road load, and thereby calculate the land subsidence of the single projects. The calculation of the vertical bearing capacity of different building foundation forms of different single projects by using different calculation models according to the building load and the road load, and thereby the calculation of the land subsidence of the single projects, comprises: calculating the average pressure value at the foundation bottom surface of the single projects with raft foundation and box foundation and the revised characteristic value of the foundation bearing capacity according to the building load and the road load; when the average pressure value is less than the revised characteristic value of the foundation bearing capacity, using a preset first settlement calculation model to calculate the settlement amount for the single projects with raft foundation and box foundation; calculating the single-pile top vertical force and the vertical bearing capacity characteristic value of the single projects with pile foundation according to the building load and the road load; when the single-pile top vertical force is less than the vertical bearing capacity characteristic value, using a preset second settlement calculation model to calculate the settlement amount for the single projects with pile foundation; Among them, the average pressure value at the bottom of the foundation of a single project , It is the vertical force on the top surface of the load foundation determined based on the building load and the road load. It refers to the self-weight of the foundation and the self-weight of the soil on the foundation. It is the area of ​​the foundation bottom surface; the revised characteristic value of the foundation bearing capacity. , It is the characteristic value of the foundation bearing capacity. These are the foundation bearing capacity correction factors for the foundation width and the embedment depth, respectively. γ The unit weight of the soil below the foundation bottom surface. b It is the width of the base surface. γ m It is the weighted average unit weight of the soil above the foundation bottom. d It is the foundation embedment depth; the first settlement calculation model is... , This refers to the final settlement of individual projects with raft foundations and box foundations. This refers to the settlement caused by the additional pressure on the base. This refers to the settlement caused by the rebound and recompression of the foundation soil below the bottom of the excavation pit. , It is an empirical coefficient for settlement calculation. n It is the number of soil layers within the depth range for foundation deformation calculation. p 0 It is the additional pressure at the bottom of the foundation, determined based on the building load and the road load, corresponding to the quasi-permanent combination of load effects. E si It is the first under the foundation. i The compression modulus of the soil layer It is the distance from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; It is the average additional stress coefficient within the range from the bottom surface of the foundation to the bottom surface of the i-th soil layer and to the bottom surface of the (i-1)-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom surface of the excavation pit. , It is an empirical coefficient for settlement calculation that takes into account the effect of rebound. p c It is the pressure of the soil above the bottom of the foundation pit due to its own weight. E ci It is the first i The resilient modulus of the soil layer; Vertical force on top of single pile of single project of pile foundation , Vertical force of building load application determined according to the building load and the road load; Standard value of vertical bearing capacity characteristic value of pile foundation pile cap and self weight of soil on pile cap, m is the number of piles in pile foundation; , Cap effect coefficient, Average value of foundation bearing capacity characteristic value of each layer of soil in the range of 1 / 2 cap width under cap and not more than 5m depth is weighted according to thickness; Net area of pile cap bottom corresponding to calculation pile, K is safety factor, Standard value of vertical ultimate bearing capacity of single pile, , Standard value of ultimate side resistance of single pile; Standard value of ultimate end resistance of single pile; Standard value of ultimate side resistance of i layer soil of pile side, Standard value of ultimate end resistance, u is the circumference of pile, l i Thickness of i layer soil around pile, A p Pile end area, k is the number of soil layers; the second settlement calculation model is ; Settlement of single project of pile foundation, Pile foundation settlement calculated by Boussinesq solution according to entity deep foundation layer summation method, Empirical coefficient of pile foundation settlement calculation, Equivalent settlement coefficient of pile foundation, p 1 Average additional pressure on pile cap bottom under load effect quasi permanent combination according to the building load and the road load, , n c Short side pile arrangement number when arranging piles in rectangle, ; C 0 , C 1 , C 2 Group pile distance ratio, length diameter ratio and foundation length width ratio; L c , B c And z Length, width and total pile number of rectangular pile cap respectively.

8. A terminal device, comprising: comprising a processor, a memory, and a computer program stored in the memory and configured to be executed by the processor, wherein the processor implements the soft soil area land subsidence calculation method according to any one of claims 1 to 6 when executing the computer program.

9. A computer-readable storage medium, characterized in that, The computer readable storage medium comprises a stored computer program, wherein the computer readable storage medium controls the device where the computer readable storage medium is located to execute the soft soil area land subsidence calculation method according to any one of claims 1 to 6 when the computer program is running.

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